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Full text of "St. Lawrence River project; Appendix"

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ST. LAWRENCE RIVER 

PROJECT 



FINAL REPORT 



1942 





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LONG SAULT GUARD GATE 
SPECIFICATIONS 



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CORPS OF ENGINEERS, U.S. ARMY 

U.S. ENGINEER OFFICE • MASSENA, NEW YORK. 



APPENDIX IE- 17 (2) 





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LAWRENCE RIVER 

PROJECT 
* * * * * 










P 


INAL REPORT 
l 9 42. 








LONG 


S A 

S P 


U L T GUARD G A 
ECI II CATIONS 


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COEPS OF ENGINEERS, U.S. ARMY 

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U.S 


. Engineer Office - Maesena, New York 








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July , 19^2 












APPENDIX III. 


-17 


(2) 



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J J /7 



Invitation No. 
No. Bidder 



(Do not write above this line) 

STANDARD GOVERNMENT FORM OP INVITATION FOR BIDS 

(CONSTRUCTION CONTRACT) 

WAR DEPARTMENT 
UNITED STATES ENGINEER OFFICE 
MASSENA, NEW 5TORK 
, 1942 

1. SEALED BIDS , in duplicate, subjeot to the conditions contained herein, 
will be reoeived until 2:00 p.m. E.S.T. , and then publicly opened in 
the United States Engineer Office, Massena, New York, for furnishing all labor, 
plant, and materials, and performing all work for the construction of Long 
Sault Guard Gate, on the Long Sault Canal, about 3 miles north of the village 
of Massena, New York, all as indicated on the drawings or required by the 
specifications. 

2. SPECIFICATIONS AND PLANS . 

(a) The work shall be done in strict accordance with the specifi- 
cations and drawings whioh are designated as follows: 

(1) Long Sault Guard Gate, specifications. 

(2) The drawings which will beoome a part of this contract are 
designated in paragraph 1-04 of the specifications-. 

(b) There copies of drawings are requested, a deposit of twenty- 
five dollars ($25.00) will be required to insure their return. The deposit 
should be in the form of a United States money order or a certified check made 
payable to "The Treasurer of the United States." The deposit will be refunded 
upon the return of the plans in good condition within 30 days after date of 
opening bids. 

3. INVESTIGATION OF CONDITIONS . - Bidders are expeoted to visit the 
locality and site of the work, and to make their own estimates of the facilities 
needed, and the difficulties attending the execution of the proposed oontraot, 
including local conditions, availability of labor, uncertainty of weather, and 
other contingencies. In no case will the Government assume any responsibility 
whatever for any interpretation, deduotion, or conclusion drawn from the ex- 
amination of the site. At the bidder's request, a representative of the 
Government will point out the site of the proposed operation. Failure to ac- 
quaint himself with all available information concerning these conditions will 
not relieve the successful bidder of assuming all responsibilities for estimating 
the difficulties and costs of suooessfully performing and completing the work. 
(See paragraphs 1-1? and 1-19 of the specifications.) 

4- MGE AND LABOR PROVISIONS . - Wage, labor and anti-discrimination reg- 
ulations are speoified in paragraph I-38 of the specifications and Artioles 11 
(Revised), 17, and 19 (Revised) of the oontraot. Attention of bidders is in- 
vited to Tar Department labor policy for defense construction projects set out 
in memorandum of agreement approved July 22, 1941* Suocessful bidders will be 
expected to adhere to provisions of the agreement, copies of whioh are on file 
at Office of District Engineer, U. S. Engineer Offioe, Massena, N. Y. 



-A- 



5- DOMESTIC PREFER EMGE . - Articles on the preferenoe for domestio 
articles will be made a part of the oontraot. (See paragraph 1-34 of the 
specifications . ) 

6. ARTICLES ON PATENTS will be made a part of the contraot. (See 
paragraph 1-29 of the speoif ioations. ) 

7. COMMENCEMENT AND COMPLETION. - The work shall be oommenoed within 20 
oalendar days after date of receipt of notioe to proceed and shall be oompleted 
within 600 oalendar days after date of reoeipt of notioe to proceed, in 
acoordanoe with the provisions of paragraph 1-06 of the specifications. 

8. Extension of time for completion of construction for delays due to 
National Defense Priorities will be made (Par. 1-06 (e) of specifications). 

9. LIQUIDATED DAMAGES for delay will be prescribed, (See paragraph 1-06 
of the specifications.) 

10. PARTIAL PAYMENTS will be made. (See paragraph 1-08 of the specifi- 
cations and Article 16 of the oontraot.) 

« 

11. ADJUSTMENT OF CONTRACT PRICE by reason of change in Federal, State, 
and local taxes will be made. (See paragraph 1-41 of the speoif ioations.) 

12. ADJUSTMENT OF PRICES FOR LABOR AND MATERIALS .. Adjustment of prices 
in accordanoe with the basio inorease or decrease of costs of labor and 
materials will be made as provided in par, 1-45 of the specifications. 

13. ESTIMATES OF COST . - Bidders are informed that the Government will 
prepare estimates of the cost of construction of the work required by the 
speoif ioations for comparison of bids. 

14. REPORTS TO THE DEPARTMENT OF LABOR , - In order to assist the Depart- 
ment of Labor in obtaining employment statistics, bidders, unless other- 
wise indicated in their bids, will be considered as having voluntarily 
consented, without cost to the Government, to the inclusion of paragraph I-38 
of the specifications as a part of the contract. 

15. Provisions of the Assignment of Claims Act of October 9, 1940 
(Public No. 8ll-76th Congress) will be made a part of the contract. (See 
paragraph 1-44 of the specifications.) 

16. BID AND CONTRACT . 

(a) Bids must be submitted upon the standard Government form of 
bid, and the successful bidder will be required to execute the standard 
Government form of contract for construction (U.S. Standard Form No. 23). 
Bidders are advised that Article 11(a) of U. S. Standard Form No. 23 has 
been revised to permit laborers and mechanics to work more than 8 hours per 
day, provided overtime compensation at a rate of not less than 1-1/2 times 
the basic rate of pay is paid for all working time of each laborer or mechanic 

in excess of 8 hours in any one day. Also Article 19, Nonrebate of U. S. 
Standard Form No. 23, is revised to read as follows, and the contract to be 



-B- 



entered into as a result of this invitation will be altered accordingly: 

"ARTICLE 19. Nonrebate . (a) The contractor shall furnish to 
the Government representative in charge at the site of the work covered 
by this contract, or if no Government representative is in charge at the 
site, shall mail to the Federal agency contracting for the work, within 
7 days after the regular payment date of each and every weekly pay roll, 
an affidavit in the form prescribed by regulations issued by the Secretary 
of Labor and published in the Federal Register of March 1, 1941 , 6 F. R. 
1211, or any modification thereof pursuant to the act of June 13, 1934. 
48 Stat. 948 (U.S. Code title 40, sections 276b and 276c), sworn to by 
the contractor or the subcontractor concerned or by the authorized officer 
or employee of the contractor or subcontractor supervising such payment, 
to the fact that each and every person employed on the work has the affi- 
davit, that no rebates have been or will be made either directly or indi- 
rectly to or on behalf of the contractor or such subcontractor from the 
full weekly wages earned as set out on such payroll; and that no deduc- 
tions, other than permissible deductions as defined in the aaid regulations 
pursuant to said act of June 13, 1934. and as described in said affidavit, 
have been or will be made, either directly or indirectly, from the full 
weekly wages earned as set out on such pay roll. 

"(b) The contractor shall comply with all applicable re- 
quirements of the said regulations of the Secretary of Labor under the 
act of June 13, 1934» and the requirements of this article of the con- 
tract shall be subject to all applicable provisions of such regulations. 

■(c) The contractor shall cause appropriate provisions to 
be inserted in all subcontracts relating to this work to insure fulfill- 
ment of the requirements of this article." 

(b) The bid form has an entry for each item on which estimates 
will be given or payments made, and no other allowance of any kind will 
be made unless specifically provided for in the specifications or the 
contract, or adjustments under Article 3 °? the contract. 

(c) All bids must be for the entire work and must have each 
blank filled. 

(d) The quantities of each item of the bid as finally ascer- 
tained at the close of the contract, in the units given, and the unit 
prices of the several items stated by the bidder in the accepted bid, will 
determine the total payments to accrue under the contract. The unit price 
bid for each item must allow for all collateral or indirect cost connected 
with it. 

17. EXPERIENCE . 

(a) Each bidder shall state in the space provided in the bidding 
schedule, a brief description of the character of the work previously exe- 
cuted by him and the locations of the major projects. After the bids are 
opened, any bidder may be required by the contracting officer to state 
whether he is now or ever has been engaged on any construction work similar 
to that proposed, the year in which it was done, and the manner of its exe- 
cution, and to give such other information as will tend to show his ability 
to prosecute vigorously the work required by these specifications. 

(b) For the manufacture and fabrication of the machinery re- 
quired under Section XIV, the successful bidder will be required to employ 



-C- 



an organization thoroughly experienced in the design and manufacture of ma- 
chinery and gears of this character. For the installation of the lock gates, 
segmental valves, pool supply valve, wire rope fenders, emergency dam stop 
logs and derrick swing bridge, the successful bidder will be required to 
employ an organization thoroughly experienced and skilled in the fabrication 
and erection of steel structures requiring a similar high degree of pre- 
cision and workmanship. After the opening of bids, any bidder may be re- 
quired by the contracting officer to submit satisfactory evidence that the 
specific organization which he proposes to employ on this portion of the 
contract has successfully executed work of the nature and quality indicated 
above. 

18. DATA T(J BE SUBMITTED WITH BIDS . 

(a) All bids submitted rrust be accompanied by a statement estab- 
lishing that the bidder maintains a permanent place of business and has' a 
suitable financial status to meet obligations incident to the work. (See 
paragraph 3 of the bidding schedule.) In addition, each bidder shall 
submit with his bid the statement of plant, drawings, charts, and other 
information and data required below. These data shall be carefully pre- 
pared ana presented in neat and legible form on tracing paper or tracing 
cloth so that reproduction may be made therefrom. These data are considered 
essential in enabling the contracting officer to determine whether the bidder 
is responsible and experienced in similar types of construction and whether 
the bid is based on a careful study of construction methods which may affect 
the progress of the work. Award of this contract shall not be construed as 
a guarantee by the Government that the materials or supplies listed in the 
bidding schedule are approved. 

(b; Drawings shall be submitted indicating the plant layout the 
bidder proposes to utilize on the work. The drawings shall clearly in- 
dicate the location and manner of employment of the various major items of 
the plant. They shall include the arrangement of the plant for the handl- 
ing of materials, and the manner in which excavation and disposal of the 

excavated materials will be made. They shall also include the location of 
all material yards and the transportation facilities, as well as the loca- 
tion of the mixing plant and the manner in which concrete will be placed and 
metal work erected. The plant lay-out shall be accompanied by a complete 
list and description inserted in the space provided therefor in the bid form, 
of all plant that the bidder now has or will have available for commencing 
and prosecuting this work, and its location at the time of opening bids, 
in order that it may be inspected by the contracting officer should he so 
desire. The above information will be considered confidential. When a 
bidder does not own or possess plant and proposes to procure it, firm op- 
tions on all major- items of proposed plant must be submitted when the bids 
are opened. 

yc) A chart or charts shall be submitted indicating the volume 
of work to be done and the rate of progress which the bidder agrees to 
maintain (see paragraph 1-19 of the specifications) for each of the fol- 
lowing major operations required in the performance of the work under these 
specifications : 

(1) Excavation 

(2) Concrete Masonry 

(3) Fill and Eackfill 



-D- 



(4) Gate Erection 

(5) Gate Machinery Installation 

(6) Embankment Construction Dike #2 

(7) Embankment Construction Closure sections of Dike No. 1 
Charts shall be in the form of plotted curves in which the abscissae shall 
represent definite intervals of time measured from date of receipt of notice 
to proceed with the work, and the ordinates shall represent percentages of 
completion based on the estimated contract quantities. In preparing the 
charts, due allowance shall be made for probable delays caused by any unsa- 
tisfactory working conditions. Careful consideration shall be given to the 
preparation of these charts, as the rate of progress propossd by the accepted 
bid will be made a part of the contract. (See paragraph 1—19 of the specifi- 
cations* ) 

19. AWARD OF CONTRACT . 

(a) Subject to the rights hereinafter reserved, work will be 
awarded as a whole to the lowest responsible bidder whose proposal fully con- 
forms to the req-uirements of the specifications and as may be deemed most ad- 
vantageous to the United States. 

(b) A bid may be rejected if the bidder fails to furnish bid bond 
or to submit the data required with his bid or cannot show that he has the 
necessary capital and experience and owns, controls, or can procure the ne- 
cessary plant to commence the work at the time prescribed in the specifica- 
tions and thereafter to prosecute and complete the work at the rate or time 
specified; and that he is not already obligated for the performance of other 
work which would delay the commencement, prosecution, or completion of the 
work contemplated in this advertisement. 

(c) Any unbalanced bid which, in the opinion of the contracting 
officer, jeopardizes the interest of the United States will be subject to re- 
jection for that reason. 

(d) The right is reserved, as the interest of the Government may 
require, to reject any and all bids and to waive any informality in bids 
received. 

20. GUARANTY . - Guaranty will be required with each bid as follows: 
Bid Bond, Standard Form No. 24, will be executed in a penal sum not less than 
10 percent of the total amount of the bid, but not exceeding $2,500,000. In- 
dividual sureties will justify in sums aggregating not less than double the 
penalty of the bid bond. (See paragraphs 8 and 9 of the Instructions to 
Bidders. ) 

« 

21. PERFORMANCE AND PAYMENT BONDS will be required as follows: 

(a) A performance bond with good and sufficient surety or sureties, 
for the protection of the United States, Standard Form No. 25, will be executed 
in a penal sum approximately equal to and not less than ten percent (10^) of 
the full amount of the consideration of the contract, not to exceed two 
million, five hundred thousand dollars ($2,500,000). 

(b) If the consideration of the contract will exceed $2,000 in 
amount, a payment bond vith good and sufficient surety or sureties, for the 
protection of persons furnishing material and labor for the work, Standard 
Form No. 25-A, will be executed in a penal sum of one-half of the' full amount 
of the consideration of the contract when the latter is not more than one 



-E- 



million dollars ($1,000,000); forty percent (40%) where the contract ex- 
ceeds one million dollars ($1,000,000) but is not more than five million 
dollars ($5,000,000); and two million five hundred thousand dollars 
($2,500,000 , for all contracts above five million dollars ($5,000,000). 

22. ADDRESS FOR EIDS .- Envelopes containing bids must be sealed, 
marked, and addressed as follows: 
fllark in upper 
left hand corner: Address: 



Eid for Construction of 
Long Sault Guard Gate 

Invitation No. 



To: The District Engineer 
U.S. Engineer Office 
Massena, New York 



To be opened at 2 p.m., E.S.T. 



Note: See Standard Government Instructions to Bidders and copy of the 
Standard Government -&orm of Contract, Bid Bond, Payment Bond, and Per- 
formance Bond, which may be obtained upon application. 



-F- 



TABLE OF CONTENTS 

Par* No* Paragraph Title Page No» 

SECTION I - GENERAL PROVISIONS 

1-01 Location 1-1 

1-02 Work to be Done 1-1 

I-03 Description 1-1 

1-04 Maps and Drawings 1-2 

1-05 Quantities 1-4 

1-06 Comnencement , Prosecution and Completion 1-6 

1-07 Sundays, Holidays and Nights 1-6 

1-08 Payments 1-6 

1-09 Work Covered by Contract Irice 1-7 

1-10 Materials and Equipment Furnished by the United States 1-7 

1-11 Electrical Energy During the Construction Period 1-9 

1-12 Order of Work 1-10 

1-13 Right-of-Way 1-10 

1-14 Roads and Grounds 1-10 

1-15 Camp Construction and Supervision 1-11 

1-16 Datum and Reference Bench Marks 1-11 

1-17 Physical Data 1-12 

1-18 Transportation Facilities 1-14 

1-19 Organization, Plant and Progress 1-14 

1-20 Liability and Safety Requirements 1-15 

1-21 Lights 1-16 

1-22 Use of Explosives 1-16 

1-23 Property Damage 1-16 

1-24 Inspection 1-16 

1-25 Lines, Grades, and Measurements 1-17 

1-26 Changes and Changed Conditions 1-18 

1-27 Minor Modifications 1-18 

1-28 Claims, Protests and Appeals 1-18 

1-29 Patents 1-18 

1-30 Standard Tests, Quality and Guarantees 1-19 

1-31 Protection of Stored Materials 1-19 

1-32 Misplaced Material 1-19 

1-33 Standard Stock Products 1-20 

1-34 Preference for Domestic Articles 1-20 

1-35 Interference with other Contractors 1-21 

I-36 Restoration of Site 1-21 

1-37 Wage and Labor Provisions 1-21 

I-38 Reports to Department of Labor 1-23 

1-39 Invoices 1-24 

1-40 Cost Data 1-24 

1-41 Adjustment of Contract Price by Reasons of Change in 

Federal, State or Local Taxes 1-24 

1-42 Subcontractors 1-24 

1-43 Site of Work 1-24 

1-44 Assignment of Claims 1-24 

1-45 Adjustment of Prices for Labor and Material 1-25 

1-46 Final Examination and Acceptance 1-26 

1-47 Approval 1-26 



Par. No. 



Paragraph Title 



Page No. 



SECTION II _ EXCAVATION, FOUNDATION PREPARATION AND GROUTING 

2-01 Clearing and Grubbing 2-1 

2-02 Excavation Requirements 2-1 

2-03 Character of Materials to be Excavated 2-1 

2-04 Excavation in Stock Piles and Borrow Areas 2-1 

2-05 Classification of Excavation 2-2 

2-06 Removal and Disposal of Excavation 2-2 

2-07 Measurement and Payment for Excavation 2-3 

2-08 Preparation of Foundations for Cone. Structures 2-4 

2-09 Blasting for Excavation 2-5 

SECTION III _ EMBANKMENTS, BACKFILL AND PROTECTION STONE 



3-01 Definition 

3-02 General Provisions 

3-03 Preparation of Foundation for Embankment 

3-04 Class I and Class II Compacted Earth Fills 

3-05 Class III Fill 

3-06 Filter 

3-07 Sand and Gravel Backing 

3-08 Riprap 

3-09 Seeding 

3-10 Protection of Settlement Gages, Piezometers, and 

Pressure Cells 

3-11 Determination of Foundation Settlement 



3-1 
3-1 
3-1 
3-2 
3-5 
3-5 
3-6 
3-6 
3-7 

3-9 
3-9 



SECTION IV - PILING 



4-01 General 

4-02 Type and Properties 

4-03 Determination of Lengths 

4-04 Driving 

4-05 Measurement and Payment 



4-1 
4-1 
4-1 
4-1 
4-1 



SECTION V - TIMBER WORK 



5-01 Timber and Lumber 



5-1 



SECTION VI - CONCRETE 
COMPOSITION, CLASSIFICATION AND STRENGTH 



6-01 Composition 

6-02 Classification 

6-03 Strength 

6-04 High-Early-Strength Concrete 

6-05 Cement and Aggregates 

6-06 later 

6-07 Storage 

6-08 Proportioning 

6-09 Mixing and Placing 

6-10 Test Specimens 

6-11 Finishing 

6-12 Curing 



6-1 
6-1 
6-1 
6-1 
6-1 
6-1 
6-1 
6-2 
6-3 
6-8 
6-8 

6-9 



Par. No. Paragraph Title Page No. 

6-13 Forms 6-10 

6-14 Placing Steel Reinforcement 6-12 

6-15 Embedded Items 6-13 

6-16 Expansion and Contraction Joints 6-13 

6-17 Seal Strips 6-14 

6-18 Measurement and Payment 6-14 

SECTION VII - METALS AND MISCELLANEOUS MATERIALS 

7-01 General 7-1 

7-02 Federal Specifications 7-1 

7-03 Cast Iron Safety Tread 7-2 

7-04 Structural Steel 7-2 

7-05 Phosphorus-Chromium Steel 7-2 

7-06 Nickel Steel 7-2 

7-07 Concrete Reinforcing Steel 7-3 

7-08 Sheet Metal 7-3 

7-09 Corrugated Iron 7-3 

7-10 Corrosion-Resisting Steel 7-3 

7-11 Steel for springs 7-3 

7-12 Cold-Rolled Steel 7-3 

7-13 Machine Steel 7-3 

7-14 Bolt Steel 7-4 

7-15 Steel Floor Grating and Fasteners 7-4 

7-16 Steel Rail Track and Fittings 7-4 

7-17 Stretcher-Leveled Steel 7-4 

7-18 Steel Forgings 7-4 

7-19 Steel Castings 7-4 

7-20 Iron Castings 7-4 

7-21 Bronze 7-5 

7-22 Copper 7-5 

7-23 Brass 7-5 

7-24 Solder 7-5 

7-25 Babbitt Metal 7-5 

7-26 Zinc 7-6 

7-27 Lead 7-6 

7-28 Rubber Filler for Concrete Expansion Joints 7-6 

7-29 Lime 7-6 

7-30 Putty 7-6 

7-31 Plastic Cork 7-6 

7-32 Preformed Joint Filler 7-7 

7-33 Special Bituminous Cement 7-7 

7-34 Steel Pipe and Fittings 7-8 

7-35 Wrought Iron Pipe and Fittings 7-8 

7-36 Cast Iron Pipe and Fittings 7-8 

7-37 Embedded Hanger Supports 7-8 

7-38 Standard Bolts, Screws, and Pins 7-8 

7-39 Lock Washers 7-9 

7-40 Steel Wire Rope 7-9 

7-41 Chains and Attachments 7-9 

7-42 Floor Plating 7-9 

7-43 Tiles for Gages 7-9 

7-44 Back Water Trap Drains 7-9 

7-45 Springs 7-9 

7-46 Rubber 7-9 



7- 


-10 


7- 


-10 


7- 


-10 


7- 


-10 


7- 


-10 


7- 


-11 


7- 


-11 



Par* No . Paragraph Title Page No » 

7-47 Gaskets 

7-48 Felt 

7-49 Pressure Lubrication Fittings 

7-50 Pressure Lubricants 

7-51 Tile Qages 

7-52 Pipe Handrailing 

7-53 Measurement and Payment 

SECTION VIII _ METAL.VORK FABRICATION, ASSEMBLY, TESTS, 
TRIALS, MISCELLANEOUS PROVISIONS, AND MEASUREMENT 

8-01 General Workmanship 8-1 

8-02 Riveting . 8-1 

8-03 Special Bolts 8-1 

8-04 Washers 8-2 

8-05 Welding 8-2 

8-06 Corner Protection 8-3 

8-07 Metallic Coatings 8-3 

8-08 Machine Work 8-4 

8-09 Unfinished Surfaces 8-4 

8-10 Part Identification and Weight Requirements 8-4 

8-11 Patterns 8-5 

8-12 Shop Assembly 8-5 

8-13 Tests and Trials 8-5 

8-14 Shop Inspection 8-6 

8-15 List of Materials 8-6 

SECTION IX - ELECTRICAL REGULATIONS, WORKMANSHIP, 
MATERIALS, AND EQUIPMENT 

9-01 Standard Rules and Specifications 9-1 

9-02 Gauge of Wire Cable and Sheet Metal 9-1 

9-03 Insulation Resistance 9-1 

9-04 Wiring 9-1 

9-05 Installing Metal Conduit 9-2 

9-06 Copper Wire and Insulated Wire and Cable 9-2 

9-07 Solder for Brazing 9-2 

9-08 Insulating Material for Wires and Cables 9-2 

9-09 Varnish 9-2 

9-10 Molded Insulation and Parts 9-2 

9-11 Conduit and Conduit Fittings 9-2 

9-12 Single-Conductor, Asbestos-Insulated, Asbestos-Braided 

Wire and Cable 9-3 

9-13 Motors for Operating Machines 9-3 

9-14 Brakes 9-6 

9-15 Limit Switches 9-7 

9-16 Tests Equipment and Supplies 9-8 

9-17 Payment 9-8 

SECTION X - ELECTRICAL CONDUIT SYSTEM 

10-01 General 10-1 

10-02 Manholes and Pull-Boxes 10-1 

10-03 Conduit Installation 10-1 



Par* -No. Paragraph Title Page No . 

10-04 Electrical Grounding System 10-2 

10-05 Payment 10-2 



SECTION XI - SECTOR GATE 



11-01 


General 


11-02 


Materials and Workmanship 


11-03 


Handrail ing 


11-04 


Timber Work 


11-05 


Erection 


11-06 


Trial Operation and Test 


11-07 


Painting 


11-08 


Payment 




SECTION XII - E 


12-01 


General 


12-02 


Materials and Workmanship 


12-03 


Stop Logs 


12-04 


Stop Log Pick-up Boom 


12-05 


Stiff -leg Derrick and Machinery 


12-06 


Trial Operation and Test 


12-07 


Painting 


12-08 


Payment 



11-1 
11-1 
11-1 
11-1 

11-2 
11-2 
11-2 
11-2 



12-1 
12-1 
12-1 
12-1 
12-1 
12-1 
12-1 
12-1 

SECTION XIII - SECTOR GATE MACHINERY 

13-01 General 13-1 

13-02 Motors, Brakes and Limit Switches 13-1 

13-03 Workmanship 13-1 

13-04 Pressure Lubrication Fittings 13-1 

13-05 Painting 13-1 

13-06 payment 13-1 

SECTION XIV - WIRE ROPE FENDERS. 

14-01 General 14-1 

14-02 Materials and Workmanship 14-1 

14-03 Fender Boom 14-1 

14-04 Machinery 14-1 

14-05 Trial Operation and Test 14-2 

14-06 Painting 14-2 

14-07 Payment 14-2 

SECTION XV - MISCELLANEOUS EQUIPMENT 

15-01 General 15-1 

15-02 Materials and Workmanship 15-1 

15-03 Sump Pumps 15-1 

15-04 Sluice Gates 15-1 



Par. No. 



Paragraph Title 
SECTION XVI - PAINTS AND PAINTING 



Page No. 



16-01 General 

16-02 Surface Cleaning and Preparation 

36-03 Paint Application 

16-04 Priming Coats 

16-05 Finish Coats 

16-06 Paints and Paint Formulae 

16-07 Chemical Rush Inhibitor 

16-08 Phenolic Resin Varnish Vehicle 

16-09 pigments 

16-10 Thinners and Solvents 

16-11 Miscellaneous Materials 

16-12 Inspection 

16-13 Paint for Maintenance 

16-14 Payment 

SECTION XVII - GOVERNMENT FIELD OFFICE 

17-01 General 

17-02 Federal Specifications 

17-03 Excavation, Filling and Grading 

17-04 Foundation 

17-05 Concrete Floors 

17-06 Framing 

17-07 Floors 

17-08 Siding 

17-09 Roofing 

17-10 Walls and Ceilings 

17-11 Exterior Trim 

17-12 Interior Wood Finish 

17-13 Windows and Frames 

17-14 Doors and Frames 

17-15 Screens 

17-16 Louvres 

17-17 Venetian Blinds 

17-18 Hardware 

17-19 Painting 

17-20 Plumbing 

17-21 Electrical Wiring 

17-22 Heating 

17-23 Fire Protection 

17-24 Flagpole 

17-25 Removal of Building 

17-26 Payment 



16-1 
16-1 
16-2 
16-3 
16-3 
16-4 
16-5 
16-6 
16-6 
16-7 
16-7 
16-8 
16-8 
16-8 



17-1 
17-1 
17-2 
17-2 
17-2 
17-3 
17-3 
17-3 
17-3 
17-3 
17-4 
17-4 
17-4 
17-4 
17-4 
17-5 
17-5 
17-5 
17-6 
17-6 
17-7 
17-8 
17-8 
17-8 
17-8 
17-8 



U. S. ENGINEER OPFICE 

ST. LAWRENCE RIVER DISTRICT 

MASSENA, NEW YORK 



WAR DEPARTMENT 
Appropriation Title 



SPECIFICATIONS FOR THE CONSTRUCTION OF 
LONG SAULT GUARD GATE - LONG SAULT CANAL 

SECTION I. GENERAL PROVISIONS 

l-Ol. LOCATION. - The site of the work contemplated by these specifica- 
tions is in northern New York State, in the County of St. Lawrence, near the 
International Rapids Section of the St. Lawrence River, about 3 miles north 
of Massena, New York, the nearest town. The general location of the site is 
shown on Sheet No. 2 of the drawings described in paragraph 1-04 of the 
specifications. 

1-02. WORK TO BE DONE. 

(a) The work provided herein is authorized by .___>_______««___________. 

Act, approved , 194 • 

(b) The work to be done under this contract and in accordance with 
these specifications consists of furnishing all plant, superintendence, labor 
and materials, except as noted in paragraph 1-10, and performing all work re- 
quired for the construction of the Long Sault Guard Gate, except for specifi- 
cally excepted items, with appurtenant works, complete in accordance with the 
drawings and these specifications. The main features of the work are as 
follows: 

(1) Excavation for foundations of concrete structures and re- 
moval of Canal plug. (See Section II). 

(2) Placing concrete, reinforcement, and embedded parts for 
the Guard Gate (See Section VI). 

(3) Erection and installation of a sector gate and operating 
machinery, emergency stop logs and handling derricks and wire rope fenders. 
(See Sections XI, XII, XIII and XIV). 

(4) Placing fill and backfill adjacent to Guard Gate walls. 
(See Section III). 

(5) Driving piles for concrete structure foundations. (See 
Section IV). 

(6) Construction of earth embankments - Dike No. 2 and Clo- 
sure Sections of Dike No. 1 (See Section III). 

(7) Miscellaneous items including embedded electrical conduit 
system and other work as specified or shown on the drawings, and such inci- 
dental work as may be needed or ordered in writing by the contracting officer. 

1-03. DESCRIPTION. _ The completed work at this site will provide a 
navigation Guard Gate having usable width of 110 feet and a minimum depth of 
30 feet of water over gate and emergency dam sills. A guide wall approxi- 
mately 1200 feet long and wing wall approximately 400 feet long will be pro- 
vided at both the upper and lower approaches to the Guard Gate. All walls 
will be of concrete, gravity -type section. The gate bay walls will be found- 
ed on piles and will have a height of about 51.5 feet. The approach walls 
will be founded on earth and will have heights of about 51.5 feet. 

1-1 



1 


MW-l-O/l 


2 


1/1 


3 


1/2 


4 


1/3 


5 


1/4 


6 


2/1 


7 


2/2 


8 


2/3 



The gate bay walls rill be backed with fill and will be connected by dike 
embankments to a natural ridge on the north side and to a dike constructed 
under separate contract on this south side* 

1-04. MAPS AND DRAWINGS. 

(a) The work shall conform to maps and drawings marked "St. 
Lawrence River Project, Long Sault Guard Gate", title and file marked as 
listed below, which form a part of these specifications and which are filed 
in the U. S. Engineer Office, St. Lawrence River District, Massena, New York, 

LIST OF DRAWINGS - LONG SAULT GUARD GATE 

Sheet File 

No. No^ Title 

GENERAL DRAWINGS 

Index 

project Location Map 

Site Map Mo. 1 

Site Map No. 2 

General Plan 

Plan and Record of Exploration 

Record of Exploration No. 2 

Record of Exploration No. 3 * 

STRUCTURE WALLS 

Stability Analyses 

Masonry-Plan 

Masonry - Sections 

Details - Miscellaneous Metal Parts 

EMBANKMENT 

13 20/1 Dike Profiles and Sections 

.SECTOR GATE 

14 5°/l General Drawing 

15 50/2 Details and Elevation 

SECTOR GATE OPERATING MACHINERY 

16 55/1 Assembly Drawing 

WIRE ROPE FENDER 

17 95/1 Boom Assembly 

18 95/2 Operating Machinery Assembly 

19 95/3 Friction Brakes 

20 95/4 Coupling pin Operating Machinery 

1-2 



9 


15/A 


10 


15/1 


11 


15/2 


12 


15/3 



Sheet File 

Rzu UsLm Title 



21 


105/1 


22 


105/2 


23 


105/3 



EMERGENCY DAMS 

General Drawings 

Stop Logs 

Stop Log Pickup Boom 

TEMPORARY CONSTRUCTION 

24 160/1 Field Office - Plans and Elevations 

25 160/2 Field Office - Utilities 

(b) These drawings show the work with as much detail as is possible 
in the present stage of development of the design. The work shall conform to 
such other drawings and addenda relating thereto as may be published and/or 
exhibited in the office of the contracting officer prior to the opening of pro- 
posals, and to such drawings in explanation of details as may be required from 
time to time during construction, including such modifications as the contract- 
ing officer may consider necessary on account of conditions that are found to 
exist during the prosecution of the work. Detail bar lists and bending sche- 
dules for steel reinforcement will be furnished by the United States. 

(c) Prior to the execution of the work the contractor shall check 
all drawings and shall immediately report to the contracting officer any errors 
or omissions discovered therein. Errors and/or omissions in drawings will not 
relieve the contractor of his responsibility for the correct fitting together 
and exact position of all parts of the work in accordance with the specifica- 
tions. Parts and details not fully indicated on the drawings shall be detailed 
by the contractor in accordance with the best practice, or as directed by the 
contracting officer. The contractor shall submit fabricator's shop drawings of 
all structural steel and other metal work for approval. He shall also submit 
such shop drawings for all equipment specified herein to be designed, as well 
as furnished and installed, by the contractor. The contractor shall submit 
such design computation and material lists of all mechanical and electrical 
equipment as may be required by the contracting officer. No material shall be 
furnished or work done thereon prior to approval of these drawings. The con- 
tractor shall submit three (3) prints of each of such detailed drawings to the 
contracting officer who will return one print with his approval or notations 

of such changes as he finds necessary. Each print submitted for approval shall 
have in the lower right-hand corner just above the title a white space 3 inches 
by 4 inches in size in which the contracting officer will indicate the action 
taken. After approval, the contractor shall furnish the contracting officer 
one tracing and five prints of each approved drawing. Three copies or sets of 
parts catalogs, spare parts lists and operating instructions shall be furnished 
as specified above or as requested by the contracting officer. Payment for the 
contractor's drawings, including revisions hereof, parts catalogs, spare parts 
lists and operating instructions shall be included in the contract prices paid 
for material or work. All of these items will form a part of the contract 
when approved by the contracting officer. 

(d) Ten sets of prints of necessary contract drawings (one-half size 
reproductions, or full size if desired) and twenty sets of specifications will 
be furnished the contractor without charge. Additional prints may be secured 
upon request at the cost of reproduction. 



1-3 



1-05. QUANTITIES,. - The following estimate of quantities of work to be 
performed, as also shown in the "Schedule of Bid Items" under these specifi- 
cations, isgiven only to serve as a basis for canvassing bids and for deter- 
mining the approximate amount of the consideration of the contract. Unless 
the contract is terminated by the failure of Congress to appropriate addi- 
tional funds (see paragraph 1-08), the contractor will be required to com- 
plete the work specified in paragraph 1-02 hereof, be the required quantities 
more or lessthan the amounts shown. 



Item No..; 



Designation 



Unit 



Quant it y 



2 
3 
4 
5 
6 



8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 
19 
20 



: Excavation; Common. 

: Excavation; Borrow 

: Earth Fill? Compacted, Class "I" 

: Earth Fill; Compacted, Class "II" 

t Earth Fill; Class "III" 

: Rolling for Each Additional Two Trips 

: Seeding 

Filter 

Sand and Qravel Backing 

Riprap; Dumped, Class "A" 

Riprap; Dumped, Class "B" 

Timber; White Oak 

Timber; Commom (Creosoted) 

Concrete; Class "A" 

Concrete; Class "B" 

Steel; Structural, Sector Gate, Movable 
parts 



Steel; Structural Phosphorus-Chromium, 
Stop logs 

Steel, Structural, Miscellaneous 

Steel Erection; Concrete Reinforcement 

Forgings ; Steel 



: Cu. Yd.: 290,000 
: Cu. Yd.: 112,000 
: Cu. Yd*: 121,000 



: Cu. Yd..: 212,000 



: Cu. Yd.: 

t Square x 
(100 S»F. 

: Acre : 



59,000 
30,000 



2.2 



: Cu. Yd.: 


650 


: Cu. Yd.: 


18,000 


: Cu. Yd.: 


25,200 


: Cu. Yd: 


40,500 


: MFBM s 


18.5 



: MFBM 



: Cu. Yd..: 



12. S 



600 



: Cu. Yd.: 130,400 



t Found 


• 
• 




780,000 


» 

: Found 


• 

»- 


1 


,008,000 


: Pound 


• 
* 




350,000 


: Pound 


• 
• 




600,000 


: Pound 


• 




21,000 



1-4 



Item No* t 



Designation 



: Unit 



Quantity 



21 

22 
23 
24 
25 
26 
27 
28 
29 
30 
31 
32 
33 
34 
35 
36 
37 
38 
39 

40 

41 
42 

43 

44 

45 



: Castings, Steel 

t Castings; Alloy Steel (Including Nickel) 

: Castings; Iron 

: Bress and Bronze 

: Miscellaneous Non-Ferrous Mete Is 

: Pipe; Steel, Black, 12 inch Diameter 

: Pipe, Steel, Black 6 inch Diameter 

: Pipe, Steel, Black 4 inch Diameter 

: Conduit; Fiber, 3 inch Diameter 

: Conduit, Rigid Metal,. 2 inch Diameter 

: Electrical Ground System 

: Handrailing; Steel Pipe 

: Floor Plating; Steel 

t Rubber Seels; moulded 

: Corrugated Sheet; Iron 

: Tile Gages 

: St iff -leg Derricks and ffachinery 

t Pick-up Boom; 2 at 17,000 lbs. 

: Efechinery; Sector Gate, Installed only, 
: 2 sets 

: Motors, Brakes and Limit Switches; For 
Sector Gate, Installed only 

: Fender Boom 

:: Machinery; Wire Rope Fenders, Installed 
: only, 2 sets 

: Motors, Brakes and Limit Switches; For 
: Wire Rope Fenders, Installed only 

: Count erw eight 
: Sump Pumps 



: 


Pound s 


103,000 


• 
• 


Pound : 


3,300 


• 
• 


Pound i 


41,000 




P ound : 


4,000 


• 
• 


F ound : 


Non« 


•- 
* 


Lin. Ft.: 


500 


• 
* 


Lin. Ft.: 


300 


• 
• 


Lin. Ft.: 


150 


• 
• 


Lin Ft. : 


20,000 


• 
• 


Lin. Ft.: 


800 


• 
• 


Sum : 


Job 


: 


Lin. Ft.: 


3,600 


• 
• 


Sq. Ft. : 


3,000 


• 
• 


Pound : 


3,300 




Pound : 


8,000 


» 
• 


Lin. Ft.: 


20 



Sum 



Pound 



: Pound 



: Set 



: Pound 



: Set : 

: CWT 

: (100 Lb): 

: Sum : 



Job 



34,000 



92,000 



: Pound : 20,800 



255,600 



400 
Job 



1-5 



Item No, : 



Designation; 



t Unit 



Quantity 



46 : Sluice Gates : Bach 

47 : Piling; Steel Sheet 

48 : Filing; Steel Bearing 

49 : Field Office 

50 : Field Office Extension! r Sum 
1-06. COMMENCEMENT „ FROSFCUTION AND CO If LET ION. 



: Sq. Ft. : 


23,100 


: Lin. Ft*-: 


40,500 


: Sum : 


Job 



Job 



(a) The contractor will be required to commence work under the con- 
tract within twenty (20) calendar days after the date of receipt by him of 
notice to proceed, to prosecute the said work with faithfulness and energy, and 
to complete the entire work within 600 calendar days after said date of receipt 
by him of notice to proceed, plus any extensions of time duly granted under the 
provisions of the contract and specifications. The work shall be prosecuted 

as vigorously as practicable during all seasons of the year. 

(b) In case of failure on the part of the contractor to complete 
the entire work within the time thus determined and agreed upon for its com- 
pletion, the contractor shall pay to the Government as liquidated damages the 
sum of $1.000 for each calendar day of delay until construction is completed 
and the lock is placed in operating condition as determined by the contracting 
officer. 

(c) Should the construction be completed and placed in operating 
condition except for minor finishing work as determined by the contracting 
officer, the contracting officer may conditionally accept and occupy the work; 
and thereafter the contractor shall pay to the Government, as liquidated 
damages the sura of $100 for each calendar day of delay until all the items and 
minor finishing work have been completed and accepted. 

(d) In the event the entire structure has been completed and ac- 
cepted and all work under the contract has been completed except for removal 
of contractor's plant and buildings and restoration of the site, no further 
liquidated damages will be assessed, but final payment will not be made until 
this latter work has been accomplished as required. 

(e) If the completion of the undertaking to be performed under the 
terms of this contract be delayed by reasons of delay in the delivery of materi- 
als or supplies essential to such performance because of National Defense pri- 
orities and without the fault or negligence of the contractor, the time of per- 
formance will be. extended for a period equal to such delay,, as determined by 
the contracting officer and subject to appeal as provided in Article 9 of the 
contract. 

1-07. SUNDAYS, HOLIDAYS ANT NIGHTS. - Work on Sundtys, Holidays, and 
nights will be at the option of the contractor. However, when the contractor 
elects to work at such times notice of his intention to do so shall be given 
the contracting officer within a reasonable time in advance thereof. 

1-08. PAYMENTS. 

(a) (Availability of Funds?) 



1-6 



(b) Payments will be made monthly on estimates of work performed 
in accordance with the contract and not included in any prior estimate , 
except that ten percent (10£) of the amount of each estimate will be retained 
until the total amount is retained d ollars ( ), and this 
amount will be retained until it equals ten percent (10%) of the remaining 
work to be done* Thereafter with each monthly payment there will be paid 
such portion of the amount so retained as is in excess of ten percent (10£) 
of the work remaining to be done until the amount retained is reduced ___,. 
dollars ( ), which amount will be retained until the completion of 
the contract when final payment will be made* 

1-09* WORK COVERED BY CONTRACT PRICE. 

(a) The contractor shall, under his contract prices, furnish and 
pay for all materials (Except as specified in paragraph 1-10), labor and 
equipment for all permanent, temporary, preparatory and incidental work, 
furnish all accessories and do everything which may be necessary to carry 
out the contract in good faith, which contemplates everything completed in 
good working order, of good material and with accurate workmanship, skill- 
fully fitted and properly connected and put together* 

1-10* MATERIALS AND EQUIPMENT FURNISHED BY THE UNITED STATES* 

(a) The following material and equipment furnished by the United 
States will be delivered to the contractor f* o* b* at the junction of the 
Government railroad leading to Long Sault Dam with Massena Terminal Railroad, 
about \\ miles south of the site of work (See par* 1-18 herein and maps on 
file in U* S* Engineer Office, Massena, N* Y*) 

(1) Cement 

(2) Aggregates for Concrete 

(3) Reinforcing Steel 

(4) Operating Machinery for the Sector Gate and Wire Rope 
Fenders 

The contractor shall be responsible that all railroad cars are unloaded 
promptly and will be held liable for any demurrage charges due to his 
failure to do so* He will be required to unload, transport to the site of 
work, store, and use these materials and equipment in accordance with the 
specifications, and contract drawings* 

(b) All materials and equipment shall be adequately housed or 
otherwise protected against deterioration and damage* When material or 
equipment stored at the site is not adequately protected by the contractor, 
such material or equipment will be kept protected by the contracting officer 
at the expense of the contractor* 

(c) Cement * - All cement furnished, except high early strength, 
will be a moderate-heat-of -hardening Portland cement conforming to Federal 
Specification SS-C-206(a)* Cement will be made available to the contractor 
at the aforementioned point of delivery at any time after the date of notice 
to proceed, but he shall give the Government at least 30 days notice in ad- 
vance of the time he will require the first material, and thereafter he shall 
at all times keep the contracting officer informed of his anticipated re- 
quirements* Ten days before the first of each month or at such other times 
as may be directed by the contracting officer, the contractor shall furnish 
written notice of his future cement requirements for the next 30 days* The 
Government will at all times expedite the delivery of all orders but the 
Government will not be liable for any expense or delay caused the contractor 
by delayed deliveries, except as provided under Article 9 of the contract. 

1-7 



Copies of all orders for cement will be furnished promptly to the contractor. 
The cement will be furnished in bulk except that necessary for grouting and 
finishing work, which will be furnished in paper bags. Any cement, bulk or 
bag, which is damaged after delivery to the contractor will be paid for by 
him. Any difference in excess of one-half of one percent between the net 
quantity of bulk cement delivered to the contractor, and the quantity of the 
above materials incorporated in the completed and accepted work will be 
charged to the contractor, at its cost to the government at the point of 
delivery to the contractor. The quantity of bulk cement delivered to the 
contractor will be determined by certified shipping weights. The contractor 
shall provide, at the site, storage for not less than 5000 barrels of bulk 
cement. In order that cement will not become unduly aged after delivery t 
the contractor shall not use cement in the work directly from the freighting 
or transporting operations whenever any cement is available that has been 
stored more than 60 days after delivery to the contractor. Cement that has 
been stored for more than 90 days shall be retested at the expense of the 
contractor. (See paragraph l-30(d).) Storage bins for cement shall be con- 
structed so that there will be no dead storage and so as to provide adequate 
protection against the elements. 

(d) Aggregates for Concrete . - All aggregates for concrete will be 
either natural or manufactured sand and gravel or crushed rock. Investiga- 
tions are being continued by the contracting officer for concrete aggregates. 
The results of these investigations will be made available to interested 
bidders at the U. S # Engineer Office, Massena, New York, and bidders may 
also, by request, obtain a copy of the Government specifications for concrete 
aggregates to be furnished. Aggregates will be made available to the con- 
tractor at the site of the work. The contractor shall give at least 30 

days notice to the contracting officer in advance of the time he will require 
the first delivery of aggregates and thereafter he shall at all times keep 
the contracting officer informed of his anticipated requirements. Ten days 
before the first of each month or at such other times as may be directed by 
the contracting officer, the contractor shall furnish written notice of his 
future aggregate requirements for the next 30 days. The Government will at 
all times expedite the delivery of all orders but the Government will not be 
liable for any expense or delay caused the contractor by delayed deliveries 
except as provided for under Article 9 of the contract. Copies of all 
orders for aggregate will be furnished promptly to the contractor. Any 
aggregate lost or misused shall be paid for by the contractor. Any differ- 
ence in excess of one-half of one percent between the net quantity of 
aggregate delivered to the contractor and the quantity incorporated in the 
completed and accepted work will be charged to the contractor at its cost to 
the Government at the point of delivery to the contractor. The quantity of 
aggregate delivered to the contractor will be determined by certified ship- 
ping weights. Aggregates will be delivered in separate sizes in accordance 
with paragraph 6-08 (f )• Aggregates shall be stockpiled and stored in 
accordance with paragraph 6-07 (b). 

(e) Cement and aggregates furnished by the Government may be used 
by the contractor in erecting construction plants and facilities. The con- 
tractor will be billed for the actual cost to the Government at the point of 
delivery for furnishing the materials so used by the contractor. The 
materials thus used shall not be included in the one-half of one percent 
tolerance specified above. 

(f ) The contractor shall check the quantity and condition of all 
materials and equipment delivered to him at the time of unloading, and in 
case there is damage to, or shortage of materials or equipment, he shall 



1-8 



report it to the contracting officer in writing within 24 hours after de- 
livery. If there is any shortage, or damage which in the opinion of the con« 
tracting officer is sufficient to cause the materials or equipment to be un- 
fit for use in the work t and the shortage or damage has not been reported as 
specified above, the contractor will be charged with the actual cost of re- 
placement of such shortage or damage* 

(g) The contractor shall return to the Government f • o. b* in 
ears at the aforementioned point of delivery, all cement furnished by the 
Government and not used* The contractor will be charged for any cement, not 
used and not returned, an amount equal to the cost to the Government at the 
point of delivery to the contractor* 

(h) Reinforcement * - Steel reinforcement for concrete will be 
furnished the contractor f • o. b. freight ears at the aforementioned point 
of delivery* Reinforcement will be mill bent, cut to required lengths and 
marked for identification* It will conform to Federal Specifications 
QQ-B-71a, type B, grades 2,3,4, or 5* 

(i) Reinforcement will be made available to the contractor within 
100 days after the contractor notified the Government he will require such 
reinforcement, and he shall furnish written notice of his requirements for 
the first four months* Thereafter he shall at all times keep the contract- 
ing officer informed of his anticipated requirements for reinforcement in 
the following manner: On the first day of the first 4-month period the con- 
tractor shall furnish written notice of his future requirements during the 
second 4-month period, and so on through the duration of the contract* Upon 
receiving notice to proceed the contractor will also furnish the contracting 
officer a general schedule of reinforcement requirements for the duration of 
the contract by four-month periods, it being understood that shipments may 
be based on definite requirements as stated in the contractor^ four monthly 
notices of requirements* 

(J) The Government will at all times expedite the delivery of all 
orders but the Government will not be liable for any expense or delay caused 
by delayed deliveries, except as provided for under Article 9 of the con- 
tract* Copies of all orders for concrete reinforcement will be furnished 
promptly to the contractor* 

(k) Any reinforcement which is damaged after delivery to the con- 
tractor, and any difference in excess of one-half of one percent between the 
net quantity of reinforcement delivered to the contractor and the quantity 
incorporated in the completed and accepted work will be charged to the con- 
tractor, at its cost to the Government at the point of delivery to the con- 
tractor* The quantity of reinforcement delivered to the contractor will be 
determined by certified shipping weights* 

(1) Operating Machinery * - Two sets of machinery for the sector 
gate and two sets for the wire rope fenders will be furnished complete by 
the Government at the aforementioned point of delivery* The machinery units 
will include fixed metal, motors, brakes, limit switches and all other parts 
necessary for the complete installation of machinery for the sector gate and 
the two wire rope fenders as shown on the drawings and described in Sections 
1111 and XIV herewith* The contractor shall notify the contracting officer 
at least 60 days in advance of the time he desires delivery of the machinery 
units* 

1-11* ELECTRICAL ENERGY DURING T*E CONSTRUCTION PERIOD. 

(a) The United States will provide a source of electrical energy 
without cost to the contractor at a point approximately 500 feet from the 
site* The capacity of this source will be 3000 K.V*A* at 6600 volts, 3- 

1-9 



phase, 60 cycle. If the contractor elects to use this power he shall pro- 
vide without cost to the United States, all facilities and equipment neoes- 
sary to furnish himself with electrical energy for power and lighting from 
the above source. This shall include a meter and metering equipment, trans- 
formers, poles, switches, lights, and any other equipment that may be neces- 
sary. The contractor will be required to light during the construction 
period all highway built by him, and all job roads, outside work areas, all 
safety lights, traffic lights (See paragraph 1-21), and any other lighting 
as directed all to the satisfaction of the contracting officer* Energy will 
be 3-phase, 60-cycle t for the operation of all government permanent equip- 
ment, and shall be furnished at the voltages as required for each specific 
use or as indicated on the drawings. The contractor shall maintain service 
until completion of the contract* All costs for electrical energy shall be 
borne by the contractor. The contractor shall make payment to the United 
States each month for electrical energy furnished him, at the rate of the 
actual cost to the United States, plus lo£ to cover installation and over- 
head, for supplying the electrical energy* This rate will be in accordance 
with service classification No. 2-A of the Central New York Power Corporation. 

(b) The contractor shall provide for the period of this contract 
the electrical energy for lighting and miscellaneous use in the government 
fiels office (Section XVII)* The contractor shall provide an electric meter 
in the field office, and each month the electrical energy furnished the 
field office will be deducted from the total electrical energy furnished the 
contractor. The energy required in the field office shall be 220/110 volt, 
60-cycle, single-phase, 3 wires* 

1-12. ORDER OP WORK* - Work shall be carried on at such places and 
also in such order of precedence as may be found necessary by the contract- 
ing officer, and shall be constructed in every part in exact conformity with 
the location and limit marks, which will be indicated by stakes, lines, marks 
or otherwise* 

1-13* RIGHT-OF-WAY. - The right-of-way for the work covered by these 
specifications and for the access railroad and highway will be furnished by 
the Government. 

1-14. ROAD AND GROUNDS . 

(a) The contractor shall have the privilege of using the Govern- 
ment-controlled land at the site, except for that part of said lands as may 
be reserved by the contracting officer for other purposes* 

(b) Prior to commencement of work under the contract, the con- 
tractor shall submit, for the approval of the contracting officer, prints in 
triplicate showing the location of the major plant, buildings, roadways, un- 
loading facilities and storage yards which he proposes to construct on the 
Government-controlled lands at the site. 

(c) At any time during the progress of the work the contractor 
shall, when so directed by the contracting officer, promptly vacate and clean 
up, within 60 days after written notice, without expense to the Government, 
any part of the grounds which have been in use by him when such grounds are 
needed for other purposes* The contractor shall keep the buildings and 
grounds in use by him at the site of the work in an orderly and sanitary con- 
dition and shall provide suitable extinguishers or other fire-fighting appa- 
ratus for ready use in all buildings erected or in use by the contractor on 
Government property* 

1-10 



(d) The contractor shall not obstruct any existing roads on the 
lands controlled by the United States and shall maintain all roads in the vi- 
cinity of the work in as good condition as exists at the time of commencement 
of the work* 

(e) The contractor will be required to construct a covered wooden 
observation platform having an area of about six-hundred (600) square feet for 
the use of the general public • This platform will be constructed at a loca- 
tion selected by the contracting officer* The contractor will also provide 
suitable and safe access to the observation platform for the general public so 
that it may observe the work in progress. No separate payment will be allowed 
for this work* 

1-15. CAMP CONSTRUCTION AND SUPERVISION, 

(a) The construction, operation and maintenance of facilities for 
the quartering and subsisting of the contractor^ employees will be subject to 
the approval of the contracting officer if the facilities are located on 
Government property. The contractor will be permitted to construct such faci- 
lities on the right-of-way owned by the Government only at such locations 
specifically approved by the contracting officer. The type of construction 
and design for the buildings erected by the contractor will be subject to the 
approval of the contracting officer. Expensive or permanent types of con- 
struction will not be required* but no unsightly, unsanitary shacks or shanties 
will be permitted. The contractor will be required to comply with State and 
local laws relative to police and sanitary measures and with other protective 
measures imposed by the contracting officer in the administration of his 
camps. In the event of noncompliance with such laws and regulations, the 
contracting officer will enforce them at the expense of the contractor. The 
contracting officer may require the contractor to discharge any employee from 
the work for violation of camp regulations. 

(b) In the event the contractor makes arrangements with landowners, 
other than the Government, near the site of the work for the construction of 
temporary facilities for the quartering and subsisting of his employees, he 
will be subject, in the operation and maintenance of such a camp to all the 
provisions of subparagraph (a) above with respect to the requirements for 
compliance with all State and local laws relative to police and sanitary 
measures, and with measures such as safety, fire hazard and protection, etc., 
imposed by the contracting officer. In the event of noncompliance with such 
laws and regulations while operating and maintaining a temporary camp not on 
the Government-owned or controlled property, the contracting officer may re- 
quire the contractor to discharge from the work any employee for violation of 
camp regulations, notwithstanding the fact that the camp may not be located 

on Government-owned or controlled property. 

(c) In the event the contractor provides subsistence for his 
employees, he shall also provide subsistence to such Government employees 
as may require such accommodations and at the same rates charged his own 
employees. 

(d) No business or recreational facilities shall be established 
or operated on Government-owned or controlled lands without the written ap- 
proval of the contracting officer. 

!U16. DATUM AND REFERENCE BENCH MARKS. - The plane of reference used 
in these specifications and on the drawings is Mean Sea Level. Elevations 
referring to this datum plane are to be determined from the following bench 
mark a See Bulletin 514, Results of Spirit Leveling in New York. U. S. 
Geological Survey, page 59. 

1-11 



Pollys Creek, 420 feet east of, 5*5 feet from 
south fence of road, on south side of river 
road on line of a stone fence running north and 
south, opposite barnyard of Frank Polly's farm; 
top roundheaded brass bolt set in concrete base 
(U. S. Corps of Engineers 4). Elevation 221,378. 



1-17. PHYSICAL DATA. 

(a) Foundation data . - Investigations, borings,, probings, test 
trenches, pits and test shafts made at the site by the United States to 
determine the character of the foundation materials are shown on the draw- 
ings referred to in paragraph 1-04. 

The United States does not guarantee that other materials will not be 
encountered nor that the proportions of the several materials will not vary 
from those indicated by the explorations. Bidders ar2 expected to examine 
the site of the work, the logs of borings, test pits, probings, and the cores 
and samples which are available at the U. S» Engineer Office, Massena, New 
York, and after investigation decide for themselves the character of the 
materisls and make their bids accordingly. 

(b) Weather Conditions . - Meteorological data in the form of rain- 
fall and temperature records, prepared from records covering a period of 33 
years 0-907 to 1939, inclusive) of the U. S. Weather Bureau Station at 
Canton, New York, approximately 35 miles southwest of the site of the work, 
are as follows: 

Temperature Precipitation 
Degrees Fahrenheit (Moan Monthly) 
Extreme Extreme Total Inches 
Max. Min. Inches of snow . 






Month 



Mean 

Monthly 



January 16.8 61 

i 

February 15.8 63 
March 27.9 78 



-41 

-43 
-30 



2.64 



2.30 



2.60 



14.9 



15.5 



13 a 



April 

May 

June 



41.7 
54-2 
63.5 



July 68.8 
August 66.5 
September 58.8 
October 47.4 
November 35.0 
December 21*4 



85 
93 
97 
99 
96 
91 
83 
75 
61 



- 1 
21 
30 
34 
35 
25 
14 
-15 
-37 



2.59 


4.9 


3 ..03 


0.2 


3.51 





3.62 





3.42 





3-44 


0..1 


3.04 


1.0 


3.02 


7.5 


2.62 


14.5 






1-12 



(c) St. Lawrence River Water Temperature * - The St. Lawrence 
River Water temperatures prepared from records covering a period of 8 
years (1933 to 1940, inclusive) of the City Engineer, Ogdensburg* New 
York are as follows;: 



Month 





Water Temperature 






Degrees Fahrenheit 




Mean 


Extreme 


Extreme 


Monthly 


Max* 


JULxu 


32.7 


36 


32 


32*9 


37 


32 


33*0 


37 


32 


36.2 


46 


32 


46.9 


60 


37 


58.8 


66 


49 


65.5 


73 


59 


70.5 


74 


63 


64.6 


72 


59 


56*4 


65 


50 


46*5 


52 


37 


35.7 


44 


32 



January 

February 

March 

April 

May 

June 

July 

August 

September 

October 

November 

December 



The above data are included for the information of the contractor. The 
Government assumes no responsibility for their completeness or accuracy 
or for deductions, interpretations, or conclusions drawn therefrom. 

(d) River Stages . - Mean low water of the St. Lawrence Hiver at 
the foot of Long Sault Island is at Elevation 169.6. During the period of 
record of winter water surface elevations 1913 to 1940, inclusive, the max- 
imum stage occuring at this point during the winter months of December - 
March, inclusive is estimated to have been Elevation 196.2 (Jan. 1918). 
Winter stages frequently have reached levels between El. 175 and El* 190* 
Such high stages are produced by ice conditions in the river downstream 
from the site of the work and are not expected to occur during the period 
April 16 to Nov. 30. The maximum stage occurring at the aforementioned 
location from 1888 to 1940 inclusive during the period April 16 to Nov. 30, 
is estimated to have reached approximate Elevation 174.6* Additional data 
on river stages are available for inspection in the U. S. Engineer Office, 
Massena, N. Y. The Government does not guarantee the completeness or ac- 
curacy of any of the above data and assumes no responsibility for de- 
ductions, interpretations, or conclusions drawn therefrom. 



1-13 



(e) Utilities . 

(1) In the event that power lines, telephone or telegraph 
lines, pipe lines, cables, or other utilities are encountered within the 
limits of the work including the access right-of-way, the contractor shall 
notify the contracting officer in writing of any necessary changes in such 
utilities not less than 30 days in advance of the date he desires such 
changes made. The contracting officer will arrange for the relocation or 
reconstruction of such utilities by other agencies, or will authorize the 
contractor to remove them, at no extra cost to the Government, to the ex- 
tent required for execution of the contract work. 

1-18. TRANSPORTATION FACILITIES . - The following data on transportation 
facilities is furnished for the information of the contractor but the 
Government assumes no responsibility for its completeness or accuracy and 
the contractor is expected to investigate the conditions and determine for 
himself the probable transportation facilities available. 

(a) Railroads . - Massena, N. Y. is served by the New York Central 
Railroad and a branch line of the Canadian National Railway, (in the United 
States known as the Grand Trunk Line)* Plans are now being developed for a 
construction railroad to be built by others, such railroad to connect with 
the existing Massena Terminal Railroad now serving the Aluminum Company 
plant* The contemplated railroad will connect with the Massena Terminal 
Railroad at a point about 1£ miles south of the site of work and will extend 
to the vicinity of the Long Sault Dam by a route east of the site of work, 
as shown on Sheet No. 3 of the drawings and on maps filed in the U. S. 
Engineer Office, Massena, N. Y* 

(b) Highways . - The town of Massena, N. Y. is served by New York 
State Highways No. 37 and No. 56, the latter connecting with U. S. Highway 
No. 11 at Potsdam, N. Y* t about 25 miles distant. Several improved county 
roads lead from the aforementioned State Highways to the vicinity of the 
work. 

(c) Water . - The nearest port to the site of the work providing 
docking and other harbor facilities is Cornwall, Ontario, Canada. Cornwall 
is accessible by water from Lake Ontario and from the head of deep-water 
navigation at Montreal by means of the St. Lawrence Canals and open-river 
stretches of navigable channels. Locks in the canals generally limit the 
size of craft to widths less than 45 feet, lengths less than 250 feet, and 
drafts less than 14 feet. For a detailed description of the existing canal 
and lock clearances and depths, the contractor is referred to the booklet 
"The Canals of Canada'', published by the Department of Transport, Ottawa, 
Ontario, Canada, copies of which are available for inspection in the U. S. 
Engineer Office, Massena, N. Y. The navigation season is usually limited 
by ice conditions to the period from August 20 to December 1* 

1-19. ORGANIZATION, PLANT AND PROGRESS. 

(a) The contractor shall perform, directly and without subcon- 
tracting, not less than fifty percent (50^) of the work, to be calculated 
on the basis of the contract price* 

(b) The contractor shall employ an ample force of properly ex- 
perienced men and provide a construction plant properly adapted to the 
work and of sufficient capacity and efficiency to accomplish the work in a 
safe and workmanlike manner at the rate of progress specified in his bid* 
All plants shall be maintained in good working order and provision shall be 
made for immediate emergency repairs. No reduction in the capacity of the 
plant employed on the work shall be made except by written permission of 



1-14 



the contracting officer* The measure of the "capacity of the plant" shall 
be its actual performance on the work to which these specifications apply* 
It is understood that award of this contract shall not be construed as a 
guaranty by the United States that plant listed in statement of contractor 
for use on this contract is adequate for the performance of the work* 

(c) Should the contractor fail to maintain the rate of progress 
proposed in his bid, the contracting officer may require that additional 
men or plant, or both, be placed on the work, working if necessary during 
additional periods, or a reorganization of plant lay-out be effected in 
order that work be brought up to schedule and maintained there*' Should the 
contractor refuse or neglect so to increase the number of men or plant, or 
both, or to reorganize the plant layout in the manner satisfactory to the 
contracting officer, the latter may proceed under the provisions of Article 
9 of the contract* 

1-20* LIABILITY AND SAFETY REQUIREMENTS. 

(a) Accident Prevention * In order to protect the life and health 
of employees in the performance of this contract, the contractor will comply 
with all pertinent provisions of the "Safety Requirements in Excavation - 
Building - Construction approved by the Chief of Engineers, December 16, 
1941, (a copy of which is on file in the office of the contracting officer) 
and as may be amended, and will take or cause to be taken such additional 
measures as the contracting officer may determine to be reasonably necessary 
for this purpose* The contractor will maintain an accurate record of and 
will report to the contracting officer in the manner and on the forms pre- 
scribed by the contracting officer, all cases of death, occupational disease 
and. traumatic injury arising out of or in the course of employment on work 
under this contract* The contracting officer will notify the contractor of 
any non-compliance with the foregoing provisions and the action to be taken* 
The contractor shall, after receipt of such notice, immediately correct the 
conditions to which attention has been directed* Such notice, when served 
on the contractor or his representative at the site of the work, shall be 
deemed sufficient for the purpose aforesaid* If the contractor fails or re- 
fuses to comply promptly, the contracting officer may issue an order stopping 
all or any part of the work. When satisfactory corrective action is taken, 

a start order will be issued. No part of the time lost due to any such 
stop order shall be made the subject of claim for extension of time or for 
excess costs or damages by the contractor* 

(b) The contractor will not be allowed to block or obstruct any 
public highway without having secured prior permission from the contracting 
officer, and he shall provide safe, temporary detours. During the time the 
public highways may be so blocked the contractor shall place danger lights, 
barricades and warning signs in accordance with the laws of the State of 
New York* 

(c) The contractor shall be responsible that his employess strict- 
ly observe the laws of the United States effecting all operations at the 
site under the contract. He shall comply with all applicable Federal, 
State and local laws, including those concerning the inspection of boilers 
and other equipment, the licensing of engineers and other employees* 

(d) The United States will not be responsible for any damage to 
or increased difficulties in performance of the work under this contract 



1-15 



on account of any scour or other changes in the river bed or ganks or 
wate^ currents resulting from other construction at the site, and no pay- 
ments, allowances or deductions will be made for or on account of any such 
damage or difficulties. 

(e) Nothing in this paragraph shall be construed as modifying the 
responsibility of the contractor as set forth in Article 10 of the contract* 

1-21* LIGHTS. - The contractor shall, at his own expense, display pro- 
per lights continuously each night, between the hours of sunset and sunrise 
and during fogs,, on all floating plant connected with the work, aid shall be 
responsible for all damages resulting from any neglect or failure in this 
respect* If work is done at ni^ht the contractor shall maintain from sun- 
set to sunrise, such lights on or about his plant as the contracting offi- 
cer may deem necessary for the proper observation of the operations* 

1-22* USE OF EXPLOSIVES*- - The contractor shall use the utmost care in 
the use of explosives necessary for the prosecution of the work, not to en- 
danger life or property*. All blasting operations shall be conducted by ex- 
perienced men only* The handling and use of explosives shall be done 
strictly in accordance with the latest mehtods and rulings to insure safety, 
in accordance with the specifications issued by the U* S* Bureau of Mines*, 
and in compliance with the local and State laws* Failure to observe neces- 
sary precautions will be sufficient grounds for temporary suspension of the 
work* All explosives shall be transported and stored in a secure manner, 
and in accordance with local and State lawsj all vehicles and such storage 
places shall be marked clearly "DANGER - EXPLOSIVES", and shall be in: the 
care of competent watchmen at all times* In no case shall caps or other 
detonators be stored or transported with dynamite or other explosives* The 
location of magazines for the storage of explosives and for the separate 
storage of detonators shall be subject to the approval of the contracting 
officer* 

1-23* PROPERTY DAMAGE* 

(a) Damage to Government property or to the works due to failure 
of the contractor to carry out the terms of the contract and specifications, 
to take reasonable precautions, or to maintain progress to approved schedules, 
or to carry out the instructions of the contracting officer shall be made 
good by the contractor without expense to the United States* He will also be 
held responsible for any damage done to adjoining property through his neglect 
or failure to take proper precautions* (See Article 10 of the contract)* 

(b) The contractor will not be held responsible for damage sustained 
by the permanent work from accident, flood, or exposure where such damage is 
not due to his fault or negligence and where the work is being conducted in 
accordance with the terms and schedule of the contract and specifications, but 
he shall make such repairs as the contracting officer may direct to such 
damaged portions of the work, at the applicable contract unit prices for the 
various items of work* 

1-24. INSPECTION. 

(a) The work will be conducted under the general direction of the 
contracting officer and will be inspected in accordance with Article 6 of 
the contract by inspectors appointed by him. The inspectors will keep a re- 
cord of the work done and see that„the location and limit marks are kept in 



1-16 



proper order, but the presence of the inspector shall not relieve the con- 
tractor or his responsible agent (See Article 8 of the contract) of respon- 
sibility for the proper execution of the work. 

(b) Should the contractor refuse, neglect or delay compliance with 
the requirements concerning facilities for inspection and layout (See para- 
graph 1-25), the specific facilities may be furnished and maintained by the 
contracting officer,and the cost thereof deducted from any amounts due or to 
become due the contractor* 

(c) Except as specified in this paragraph, in Article 6 of the con- 
tract, and in paragraphs l-30(d) and 1-25, all expenses of inspection will be 
borne by the United States. 

(d) The contractor shall furnish a suitable room containing at 
least 150 square feet of floor space, at his concrete mixing plant for a 
Government laboratory to be used for temporary storage of concrete cylinders, 
and determination of moisture content of the concrete aggregate. This room 
shall be protected from the weather, properly lighted, provided with neces- 
sary work tables and benches, and shall be suitably heated. The location for 
this room shall be subject to the approval of the contracting officer. The 
contractor shall provide, during the construction period, electricity for 
light and miscellaneous uses, see paragraph 1- 11(b), and an adequate supply 
of water for drinking and sanitary purposes in the Government field office* 
constructed in accordance with Section XVII of these specifications. 

(e) Portable Building; . - The contractor shall furnish a suitable 
portable building, located as required by the contracting officer within the 
site of the work, for use by the Government. This building shall be approxi- 
mately 10 feet by 12 feet and shall be supplied with an instrument rack, a 
built-in desk, clothes lockers, supply cabinet with lock, bench and such 
other appurtenances as may be required by the contracting officer. The build- 
ing may be of any type construction as approved by the contracting officer and 
shall be movable, as the contracting officer may require its location to be 
shifted during progress of the work. It shall be reasonably weather proof, 
and shall be supplied with heat and electric lights without cost to the 
Government. 

(f) It is understood that any instructions, or decisions given by 
a superior officer, through the contracting officer, are to be considered 
instructions or decisions of the contracting officer, in all cases where, 
under the terms of this contract, decisions rests with the contracting 
officer. 

1-25. LINES, GRADES, AND MEASUREMENTS. 

(a) The work shall be carried out in strict accordance with lines, 
grades, and dimensions shown on the drawings or as directed from time to 
time by the contracting officer. 

(b) The contractor shall, at his own expense, furnish all stakes, 
templates, patterns, platforms and special labor that may be required in 
setting and cutting, or laying out any part of the work. 

(c) The contracting officer will furnish the control points, lines, 
grades, and elevations necessary to enable the contractor to perform the con- 
struction work. After this layout has been made by the contracting officer, 
it shall be the responsibility of the contractor to supply and maintain all 
additional survey points, grade stakes, form locations and other work lines 
necessary for the proper execution and conduct of the work. From time to 
time during the progress of the work, the contracting officer will check the 
contractor's lines and grades to determine whether or not the work is being 



1-17 



accurately and properly executed, but such checks will in no way relieve 
the contractor of the responsibility for executing the work in accordance 
with the plans and specifications, and the field layout furnished by the 
contracting officer* 

(d) Bench marks, triangulation stations, and principal control 
points shall be preserved by the contractor and in case of their destruction 
or removal by him or his employees, they will be replaced by the contracting 
officer at the contractor's expense. 

1-26, CHANGES AND CHANGED CONDITIONS. - When changes are made in the 
specifications or drawings, or changed conditions are encountered during the 
progress of the work, which cause an increase or decrease in the amount due 
under the contract, or in the time required for its performance, an equitable 
adjustment shall be made in accordance with Article 3 and 4 of the contracts 

1-27. MINOR MODIFICATIONS. - The right is reserved to make such minor 
changes in the execution of the work to be done under these specifications 
as, in the judgment of the contracting officer, may be necessary or expedi- 
ent to carry out the intent of the contract j provided, that the unit cost to 
the contractor of doing the work shall hot be increased thereby, and no in- 
crease in unit price over the contract rate will be paid to the contractor on 
account of such changes. (See Articles 3, 4, and 5 of the contract). 

1-28. CLAIMS, PROTESTS AND APPEALS. 

(a) If the contractor considers any work demanded of him to be out- 
side the requirements of the contract or if he considers any action or ruling 
of the contracting officer or of the inspectors to be unfair, the contractor 
shall without undue delay, upon such demand, action, or ruling, submit his 
protest thereto in writing to the contracting officer, stating clearly and in 
detail the basis of his objections. The contracting officer shall thereupon 
promptly investigate the complaint and furnish the contractor his decision, 
in writing, thereon. If the contractor is not satisfied with the decision of 
the contracting officer, he may, within thirty days, appeal in writing to the 
Chief of Engineers, whose decision shall be final and binding upon the parties 
to the contract. Except for suchprotests or objections as are made of record 
in the manner herein specified and within the time limit stated, the records, 
rulings, instructions or decisions of the contracting officer shall be final 
and conclusive. 

(b) The Chief of Engineers has been designated by the Secretary of 
War as his only authorized representative to make final decision and to take 
other action where the terms of the contract require that such decision or , 
action shall be "by the Head of the Department concerned or his duly author- 
ized representative "• All appeals from decisions of the contracting officer 
authorized under the contract shall, therefore, be addressed to the Chief of 
Engineers, U. S. Army, Washington, D.C. The appeal shall contain all the 
facts or circumstances upon which the contractor bases his claim for relief 
and should be presented to the contracting officer for transmittal within the 
time provided therefor in the contract. 

1-29. PATENTS. - The contractor shall hold and save the Government, its 
officers, agents, servants and employees, harmless from liability of any nature 
or kind, including costs and expenses for or on account of any patented or un- 
patented invention, article or appliance manufactured or used in the perform- 
ance of this contract, including its use by the Government • 

1-18 



1-30, STANDARD TESTS, QUALITY AND GUARANTEES. 

(a) All materials furnished by the contractor, supplies and parts, 
and assemblies thereof, entering into the work to be done under these speci- 
fications, shall be tested as specified herein, or if not specified, in con- 
formity with Article 6 of the contract and according to the best modern ap- 
proved methods for the particular type and class of work* 

(b) Unless otherwise authorized or directed, where standard pub- 
lished specifications of recognized authorities or organizations are speci- 
fied, the latest revision of such specifications current at the time the 
work is executed shall govern* 

(c) Unless waived in writing by the contracting officer, all tests 
and trials shall be made in the presence of a duly authorized representative 
of the contracting officer, V/hen the presence of the inspector is so waived, 
sworn statements, in triplicate, of the tests made and the results thereof, 
shall be furnished the contracting officer by the contractor as soon as possi- 
bile after the tests are made*. 

(d) Unless otherwise authorized or directed, where standard pub- 
lished specifications of recognized authorities or organizations are speci- 
fied, the latest revision of such spcifications current at the time the work 
is executed shall govern, 

(c) Unless waived in writing by the contracting officer, all tests 
and trials shall be made in the presence of a duly authorized representative 
of the contracting officer. When the presence of the inspector is so waived, 
sworn statements, in triplicate, of the tests made and the results thereof, 
shall be furnished the contracting officer by the contractor as soon as possi- 
ble after the tests are made, 

(d) All costs of all tests and trials, excepting the expenses of 
the Government inspector, shall be borne by the contractor and shall be in- 
cluded in the contract price, unless specified otherwise* 

(e) In accordance with Article 7 of the contract, all materials, 
supplies and articles furnished and incorporated in the permanent structure 
shall be of the highest grade, free from defects and imperfections, of recent 
manufacture, and unused* Workmanship shall be of the highest grade and in 
accordance with the best modern standard practice* 

(f) All articles, supplies, equipment, parts and assemblies there- 
of, of standard manufacture, or for which detail design or requirements are 
not prescribed in these specifications shall be guaranteed by the contractor 
against any failure in proper use or operation, caused by defective material, 
workmanship or design, for a period of one year from the date of final ac- 
ceptance of the complete work under this contract* Failure in any part due 
to such causes within that time shall be promptly and satisfactorily remedied 
by the contractor without cost to the United States* 

1-31* PROTECTION OF STORED MATERIALS. - All materials, supplies and 
articles delivered at the site shall be adequately housed or otherwise pro- 
tected against deterioration and damage to the satisfaction of the contracting 
officer. ,Vhen material stored at the site and partly paid for is not adequate- 
ly protected by the contractor, such material will be kept protected by the 
contracting office^ at the expense of the contractor, and no partial payments 
will be made upon future delivery of the articles or commodities in question* 

1-32. LOESPLACED MATERIAL. - Any material that is deposited elsewhere 
than place designated or approved by the contracting officer will not be paid 
for, and the contractor may be required to remove such material and waste it 
or redeposit it as directed* 

1-19 



1-33. STANDARD STOCK PRODUCTS, 

(a) All materials, supplies and articles furnished shall, wherever 
so specified, and otherwise wherever practicable, be the standard stock pro- 
ducts of recognized reputable manufacturers. The standard stock products of 
manufacturers other than those specified will be accepted when it is proved 

to the satisfaction of the contracting officer that they are equal in strength 
durability, usefulness and convenience for the purpose intended (See Article 7 
of the contract). Any changes required in the details and dimensions shown on 
the drawings for the substitution of standard stock products, other than those 
provided for, shall be properly made as approved by the contracting officer, 
and at the expense of the contractor. The references herein to brands and cat- 
alog numbers are intended to be descriptive and not restrictive, and are used 
only to indicate articles that will be satisfactory* Other makes and catalog 
numbers will be accepted, provided that they are similar and equal to those 
specified herein or called for on the drawings* 

(b) Data to be Submitted for Approval In accordance with Article 
7 of the contract, prior to the placing of any purchase order for products of 
standard manufacture, and sufficiently in advance of the proposed purchase 
date to enable the contracting officer to determine whether the proposed pro- 
duct conforms to the specifications, the contractor shall submit for the ap- 
proval of the contracting officer complete descriptive data in triplicate* 
consisting of dimensioned drawings, catalog references and specifications, 
typical performance records, and such other information as may be required to 
be submitted on special forms to be furnished by the contracting officer to 
identify clearly each product in question. The term "or equal" shall not be 
used in any descriptive information furnished. Except at the contractor's 
risk, no purchase order shall be placed for any product which has not been 
approved by the contracting officer* 

(c) Final Completion Data * - There shall be supplied 5 complete 
sets of data, each separately bound in a leather binder, for each major 
item of equipment furnished and installed under this contract* These data 
shall consist of all necessary instruction bulletins, complete drawings, 
complete parts and material lists positively identifying each part, manu- 
facturer's recommendation as to spare parts, and all other necessary data* 

1-34* PREFERENCE FOR DOMESTIC ARTICLES* 

(a) With reference to article 18 of the contract, because the 
materials listed below, or the materials from which they are manufactured, 
are not mined, produced, or manufactured, as the case may be, in the United 
States in sufficient and reasonably available commercial quantities and of 

a satisfactory quality, their use in the work herein specified is authorized 
without regard to the country of origin: 

Platinum Nickel Asbestos 

Chromium Asphalt China Wood Oil (Tung Oil) 

Cork Rubber Balso Wood 

Jute Teak Wood English Ball Clay 

Kauri gum Silk English China Clay 

Lac Sisal Natural Copper-Nickel Alloy 

Tin Diamonds 

(b) Articles, materials or supplies manufactured in the United 
States and containing mercury, antimony, tungsten or mica of foreign origin 

1-20 






may be used in the work herein specified because such manufactured articles, 
materials, or supplies have been manufactured in the United States substan- 
tially all from articles, materials, or supplies, mined, produced or manu- 
factured, as the case may be, in the United States* 

1-35, INTERFERENCE WITH OTHER CONTRACTORS* - Other contractors will 
perform work at and in the vicinity of Long Sault Guard Gate* The contrac- 
tor shall not interfere with material, appliances or workmen of the United 
States or of any other contractor who may have work at this site* As far as 
practicable, all contractors shall have equal rights to the use of all roads, 
^rounds and adjacent river, and make equitable agreements among themselves 
for the use of temporary railroads and highways* In case of disagreement 
regarding such use, the decision of the contracting officer shall govern* 
(See Article 13 of the contract)* 

1-36* RESTORATION OF SITE* - Before final payment is made, the con- 
tractor shall remove from the site, without expense to the United States, 
all rubbish, unused materials provided by him, temporary buildings, cof- 
ferdams and other structures erected by him, shall fill all holes or cavi- 
ties made for his convenience, except as otherwise provided and shall leave 
the whole site in good order and condition, all as required by the contract- 
ing officer* 

1-37. 17AGE AND LABOR PROVISIONS. 

(a) Pursuant to the provisions of Article 17 of revised United 
States Standard Form No* 23 the following wage rates have been determined 
by the Department of Labor: 

SCHEDULE OF WAGE RATES 



Classification 



Minimum Rate Per Hour 



Blacksmith 

Blacksmith Helper 

Boilermaker 

Boilermaker Helper 

Bricklayer 

Bricklayer Helper 

Carpenter (Skilled) 

Carpenter, Apprentice, 1st year 

Carpenter, Apprentice, 2d year 

Carpenter, Apprentice, 3d year 

Concrete Finisher (Rough Concrete) 

Concrete Form Stripper 

Concreteman (Puddler, Screeder, Vibratorman 

ft During) 
Conveyor Tender 
Dump man (Spotter & Grademan) 
Electrician 
Electrician Helper 
Engineman (Stationary Power Plants) 
Fi reman 
Glazier 
Hooktender (Concrete Placement) 



1-21 



1-39, INVOICES. - The contractor shall furnish the contracting officer 
with copies of all invoices for the purchase of materials, supplies and 
plant in connection with the work to be performed under these specifications* 
The contractor's records shall be subject to inspection by the contracting 
officer to verify the accuracy and completeness of the information furnished* 

1-40. COST DATA. - The Government will keep a record of the costs of 
the .vork performed under these specifications and the contractor shall per- 
mit the contracting officer to have access to his timekeeping, invoices and 
plant records for this purpose* The contractor shall also furnish the con- 
tracting officer with a statement of the initial cost and date of purchase 
of all plant used in connection with the work. 

1-41. ADJUSTMENT OF CONTRACT PRICE BY REASON OF CHANGE IN FEDERAL 
STATE OR LOCAL TAXES* - The contract price will be considered to include 
all Federal, State and local taxes imposed prior to the date of opening bids 
and applicable to the undertaking. If any privilege, sales, gross receipts 
or other tax (exclusive of taxes on net income or distributed profits), ap- 
plicable to the undertaking and payable directly by the contractor, is im- 
posed or changed after the date of opening bids by Federal or State enact- 
ment, then the contract price will be increased or decreased accordingly and 
any amount due or chargeable against the contractor as a result thereof will 
be adjusted on payment vouchers as separate items* 

1-42. SUBCONTRACTORS. - Subcontractors and their employees shall be. 
considered to be employees of the contractor as the term "employee" is used 
in these specifications* 

1-43. SITE OF WORK. - The term "Site of the '.York*, as used in these 
specifications and in Articles 17 and 19 of the contract, will embrace all 
areas therein field operations are conducted by the contractor in connection 
with this contract, including work areas, shops, yards, camps, etc., ir- 
respective of whether such operating areas lie within the limits or work 
areas or rights-of-way shown on the drawings . 

1-44. ASSIGNMENT OF CLAIMS. - The Act of October 9, 1940 (Public No. 
811, 76th Congress) provides that Sections 3477 and 3737, Revised Statutes, 
shall not apply to any case in which the moneys due or to become due from 
the United States, under a contract providing for payments aggregating 
£1,000 or more, are assigned to a bank, trust company, or other financing 
institution, including any Federal lending agency. An assignment may be 
made under this contract, pursuant to the Act of October 9, 1940, cited 
above, and subject to the further provision stated below: 

(a) Any assignment shall cover all amounts payable under this 
contract and not already paid and shall not be made to more than one party, 
except that any such assignment may be made to one party as agent or trustee 
for two or more parties participating in such financing. 

(b) Any claim under this contract which may be assigned may be 
subject to further assignment to a bank, trust company, or other financing 
institution, including any Federal lending agency, and to similar further 
assignment; provided, that any such assignee shall file written notice of 
the further assignment together with a true copy of the instrument of fur- 
ther assignment with the contractor and also as provided in proviso 4 of 
Section 1 of the Assignment of Claims Act of 1940 (Public No. 811, 76th 
Congress) in respect of original assignment* 

(c) No assignee shall divulge any information concerning the con- 

1-24 



tract, or contained therein, except to those persons necessarily concerned 
with the transaction* 

(d) Payments to an assignee of any claim arising under this con- 
tract shall not be subject to reduction or set off for any indebtedness of 
the assignor to the United States arising independently of this cont ract. 

1-45. ADJUSTMENT OF PRICES FOR LABOR AND MATERIALS. 

(a) The following terms used hereafter are defined as follows: 

(1) "Basic hourly earnings index" shall be determined by 
adding monthly average hourly earnings in the " " industry as in- 
dicated under heading » " in the montly pamphlet 
"Hourly lages and Labor Employment" issued by the Department of Labor fori 
the month in which contract time commences, the five (5) months preceding 
such month, and the six (6) months succeeding such month? and then divid- 
ing this total by twelve (12)* 

(2) "Basic materials index" shall be determined by method 

in (1) above, using monthly indices for item " " in 

the monthly pamphlet "Wholesale Prices" issued by the Department of Labor. 

(3) "Monthly labor adjustment index" shall be determined 
from monthly average hourly earnings identified as to source in (1) above 
as follows: Add the average hourly earnings for the month for which ad- 
justment is being made, the two preceding months and the two succeeding 
monthsj and then divide this total by five (5). 

(4) "Monthly materials adjustment index" shall be determined 
by method in (3) above, using monthly indices identified as to source in (2) 
above. 

(5) Above contract indices in (1), (2), (3), and (4) shall 
be computed to nearest second decimal place, taking the decimal point as 
located in indices issued by the Department of Labor. When third decimal 
place computes to 5 or over, the figure in second decimal place shall be 
raised to next higher figure. 

(b) (1) The proportion of the contract price represented by labor, 
subject to adjustment in price, is accepted a s p er cent 

of the contract price. 

(2) The proportion of the contract price represented by 
materials, subject to adjustment in price, is accepted as ________ per 

cent of the contract price.- 

(c) (1) The labor cost for entire contract as determined by (b) 
(1) above shall within thirty (30) days after receipt of notice to proceed, 
be divided into monthly labor cost quotas, prepared by the contractor and 
subject to the approval of the contracting officer, for each partial or whole 
calendar month of the contract time beginning with the notice to proceed. 

(2) The materials cost for entire contract as determined in 
(b) (2) above shall be similarly divided into monthly materials cost quotas 
within thirty (30) days after receipt of notice to proceed. 

(d) Adjustments in payments shall be obtained for each monthly 
cost quotQ as follows:- Multiply monthly cost quota by the appropriate 
monthly adjustment index, divide by corresponding basic index, and subtraot 
monthly cost quota. The result shall be added to or deducted from payments 
to the contractor. 

(e) (1) If the time for performance of this contract is legally 
extended by the contracting officer, there shall be immediately set up by 
the contractor, subject to the approval by the contracting officer, new 
monthly cost quotas as necessary. These new monthly cost quotas may extend 
back as far as any month for which adjustments in payments have not been 

1-25 



completed. 

(2) If there is an increase or decrease in the work origin- 
ally contemplated under this contract, there shall be immediately set up by 
the contractor, subject to the approval of the contracting officer, new 
monthly costs quotas for months concerned. 

(3) If liquidated damages are assessed against the contractor 
under the contract, such liquidated damages shall not be considered in mak- 
ing adjustments. 

(f) The adjustment payment or deduction for any one month shall 
normally be included v/ith next partial contract payment after receipt of 
Department of Labor indices for such month. 

(g) The acceptance and final payment for work and/or materials 
under this contract shall be carried out as elsewhere provided in this con- 
tract, and amounts retained for the protection of the Government during con- 
struction shall be promptly paid upon final acceptance: Provided, however, 
that an amount, as determined by the contracting officer, for protection of 
the Government in adjustments not yet completed» shall be retained; and, 
provided further, that the release required b y 

will contain provision excepting such adjustment payments as may become due 
the contractor. 

(h) After final payment for basic contractual price as indicated 
in paragraph (g) above has been made, adjustments becoming due will be de- 
layed until all indices necessary for completion of all adjustments under 
the contract are available, v/hen one lump payment or deduction shall be made 
for such adjustments. 

(i) In case the final adjustment in the contract price results in 
a net deduction from the contract price, the contractor and his sureties 
shall be liable for the amount thereof until it is refunded to the Government* 

(j) When payment obligations under the contract exceed the contract 
price as a result of increases in labor and/or materials costs to the extent 
that available appropriations are exhausted, the Government reserves the right, 
without further liability to suspend further work under the contract for the 
account of the Government or to terminate the contract on payment of contrac- 
tual obligations incurred up to the point of termination. 

1-46. FINAL EXAMINATION AND ACCEPTANCE. - -Then all work called for under 
this contract has been completed, the contracting officer will make a thorough 
examination of the same and, if it is found to comply fully with the require- 
ments of the contract, it will be accepted and final payment will be made in 
accordance with the provisions of Article 16d of the contract* 

1-47. APPROVAL. - This contract shall be subject to the written approval 
of the proper authorities to be designated later and will not be binding un- 
til so approved,. 



1-26 



Specifications: Long Sault Guard Gate - Long Sault Canal 
SECTION II - EXCAVATION, FOUNDATION PREPARATION, AND GROUTING 

2-01. CLEARING AND GRUBBING. 

(a) The work area shown on the drawings, shall be cleared ac- 
cording to the following: 

(1) In areas to be covered by spoil, trees shall be cut off 
at elevations not higher than l\ feet below top of spoil dump, 

(2) The foundation areas of embankments for Class I and 
Class II compacted earth fills, filter blankets and rock protection shall 
be cleared and grubbed of all trees, stumps, roots, brush, fences, buildings, 
and any other objectionable materials. In foundation areas to be stripped 

as shown on the contract drawings, all roots l£ inches in diameter or greater 
shall be grubbed to a minimum depth of 4 feet below the ground. Trees in 
the foundation areas for Class III fill and in 5° ft. wide strips outside 
the toe of all embankment slopes, except as otherwise required, shall be cut 
off at elevations not higher than 2 feet above ground surface. 

(3) Portions of the designated areas actually developed 
for borrow excavation shall be cleared of all trees, stumps, brush, fences, 
buildings and any other objectionable materials or structures. 

(b) All material from clearing and grubbing shall become the 
property of the contractor and he shall destroy, remove from the site of 
the work, or otherwise dispose of it as approved by the contracting officer. 

(c) No separate payment will be made for clearing and grubbing, 
but the cost of doing such work shall be included in the contract unit prices 
for other items of work. 

2-02. EXCAVATION REQUIREMENTS. 

Excavation shall be carried to the lines and grades shown on the 
drawings or as directed by the contracting officer. Excavation and foundation 
preparation for the various sections of the guard gate structure and dikes 
shall be performed in accordance with paragraphs in this sedtion of these 
specifications, or as otherwise directed by the contracting officer. 

2-03. CHARACTER OF MATERIALS TO BE EXCAVATED. - The locations and logs 
of borings, test trenches, and test pits referred to in paragraph l-17(a)» 
made by the United States to determine the character of materials to be en- 
countered and removed or to be used in the earth embankment, are shown on 
the drawings or are available for inspection at the U. S. Engineer Office, 
Massena, New York. Large boulders may be encountered in some portions of the 
excavations which cannot be removed without blasting. The United States does 
not guarantee that other materials will not be encountered nor that the pro- 
portions of the several materials will not vary from those indicated by the 
explorations. (See paragraph l-17(a).) 

2-04. EXCAVATION IN STOCK PILES AND BORROW AREAS. 

(a) Stock Piles . - Earth fill materials from stock piles shall be 
obtained in manner satisfactory to the contracting officer. The contractor 
will be required to excavate in the areas directed by the contracting officer 
and change the locations and depths of excavating operations wherever such a 
change is directed by the contracting officer. The final surfaces of the 
remaining part or parts of the stock piles of earth fill shall be graded and 
blended into the surrounding topography in a manner satisfactory to the 

2-1 



contrac i,j.ng officer. 

Rock materials from 9tock piles shall be obtained in a manner 
satisfactory to the contracting officer. After the excavation of the stock 
pile of rock is completed, the remainder of the material shall be gathered 
and neatly piled as directed by the contracting officer. No separate pay- 
ment will be made for rock excavation in quarries or stock piles. 

(b) Borrow . - Borrow areas are shown on the drawings. The con- 
tractor shall obtain suitable materials from these areas to the extent re- 
quired for completion of the embankments, as determined by the contracting 
officer. Unless otherwise approved by the contracting officer excavation 
in the borrow areas in the ridge north of Dike No. 2 shall not be carried 
below El. 254 »5» It is estimated that in the required excavations and in the 
designated borrow areas there is sufficient quantity of suitable materiel for 
the required embankments. The contracting officer will specify the location 
at which borrow excavation shall be made within the borrow areas. The spe- 
cified areas shall be cleared and grubbed as specified in par. 2-01 and 
stripped as required to remove unsuitable materials, as directed by the con- 
tracting officer. The depths of cuts and lifts and the disposition of the 
excavated materials may require the contractor to change the locations and 
depths of his excavating operations whenever such change is, in the opinion 
of the contracting officer, necessary to obtain the proper quality of mater- 
ial. In general the excavations shall be worked so that the materials are 
mixed in the process of excavation. Excavation shall be in a manner to 
produce drainage of the material if the ground water table is above the ele- 
vation of the excavation. After the excavation is completed excavated sur- 
faces shall be graded to a smooth and pleasing appearance, as directed by the 
contracting officer, and shall be so graded that the final surface area 
shall blend into the surrounding topography and all surface water will read- 
ily drain therefrom. The contractor shall construct and maintain all connect- 
ing roads required from the borrow areas to the place of disposal and no 
separate payment will be made therefor. 

2-05. CLASSIFICATION OF EXCAVATION. 

(a) Common Excavation . - All excavation for concrete structure 
and embankment foundations and removal of canal plug will be classified as 
common excavation, including boulders and loose rock. 

(b) Borrow Excavation . - Authorized excavation of material from 
designated borrow areas for use in embankment construction will be classi- 
fied as borrow excavation. 

2-06 . REMOVAL AND DISPOSAL OF EXCAVATION. 

(a) Remova 1 . - All materials shall be removed to the lines and 
grades as indicated on the drawings, or as otherwise required by the con- 
tracting officer. , 

(1) Excavation for Concrete Structures . - Excavation for 
the concrete guard gate structure and approach walls shall be carried to a 
satisfactory firm foundation, as determined by the contracting officer. 
The foundation grades shown on the drawings are only approximate and are not 
guaranteed. Should actual firm material be encountered at a higher or lower 
elevation than the approximate foundation grades shown on the drawings, no 
change will be made therefor in the contract unit prices. Attention is in- 
vited to the fact that the structure foundation area will have been excavated 
by others approximately to the limits shown on Sheet No. 3 of the drawings, 
prior to commencement of work under this contract. It is probable that 

— 2-2 



excavation into and reforming of the existing excavated slopes may be neces- 
sary in some places to obtain the required depths and widths of foundations. 

(2) Stripping for Dike Embankments *- Excavation for the em- 
bankments (see paragraph 3-01) shall be carried to lines, grades, and slopes 
as shown on the contract drawings or as directed by the contracting officer. 
The contractor shall be required to de -water all excavation areas to produce 
a dry condition suitable for placing embankment as determined by the con- 
tracting officer. Should excavation be required to a higher or lower eleva- 
tion than that indicated on the drawings, as determined by the contracting 
officer, no change will be made therefor in the contract unit prices. 

(3) Removal of Plug in Canal .- After completion of the per- 
manent highway and railroad connections across Ro"binson Bay Lock by other 
agencies, the contractor shall remove the plug left by others in Long Sault 
Canal excavation in the vicinity of Station 240400, shown on Sheet No. 4 of 
the drawings. This work shall not be commenced until such time as approved 
by the contracting officer. The plug materials shall be excavated to the 
slopes and grade of the adjacent canal sections, as shown on the drawings. 

(b) Disposal .- The excavated materials shall be disposed of as 
follows unless otherwise directed by the contracting officer. 

(1) Materials Excavated for Concrete Structures Foundations 
and from Canal Plug.- All material excavated for the construction of the 
concrete structures and from the canal plug which is suitable, as determined 
by the contracting officer, for the earth dikes and for backfill, shall be 
placed directly in the required embankments or in stock pile areas approved 
by the contracting officer. All material not suitable for the embankments 
shall be disposed of in the spoil areas shown on the contract drawings in a 
manner and to an elevation satisfactory to the contracting officer. 

Rock obtained during the excavation for concrete structures which 
passes the specifications for riprap (see paragraph 3-08) shall be placed 
directly in the rock fill section of the dikes, in areas adjacent to the 
guard gate where protection stone is required (see drawings), or in stock piles. 

(2) Material Excavated for Embankment Foundations - Material 
excavated from foundation areas for the embankments (see paragraph 3-01) and 
determined usable by the contracting officer shall be placed directly in the 
embankment sections or in stock piles. All material excavated and determined 
unsuitable for embankments by the contracting officer shall be placed in 
spoil areas shown on the drawings. 

(3) Materials Excavated from Borrow Areas and Stock piles. - 
Materials excavated from borrow areas which are suitable, as determined by 
the contracting officer, for use as embankment fill shall be placed directly 
in such embankments. Materials from stripping or other unsuitable materials 
shall be deposited in the designated spoil areas or may be wasted in previously- 
excavated borrow pits if placed and graded as directed by the contracting 
officer for proper drainage and neat appearance. Suitable materials excavated 
from stock piles shall be placed directly in embankments. 

2-07. MEASUREMENT AND PAYMENT FOR EXCAVATION. 

(a) Measu rement. 

» * — — — — _ ^__ 

(1) A survey of the ground surface for foundation canal and 
borrow excavation will be made prior to commencement of work and measurements 
of excavation will be based on this survey and on the classifications specified 
in par. 2-05. Stripping will be classified and measured as common excavation. 
Measurement for common excavation will be made between the ground surface and 
the slope and grade lines shown on the drawings or as 

2-3 



modified by the contracting officer. Measurement for borrow excavation 
will be made between the original ground surface and the actual grades 
and linos to which excavation is carried within the limits shown on the 
drawings and specified herein or as otherwise authorized by the contracting 
officer. No measurement will be made of borrow excavation other than that 
specifically authorized by the contracting officer. 

(2; A survey of all stock piles will be made prior to the 
start of excavation operations. Measurement of excavation for embankment 
materials for payment will be based on this survey, and a final survey of 
the completed excavation. 

(3) The excavation payment slope lines shown on the drawings 
do not represent actual slopes necessary and are not guaranteed by the 
Government as safe slopes for making the required excavations. The actual 
slopes required for safety shall be determined by the contracting officer 
and may be greater or less than shown. Unless otherwise authorized or 
directed the actual slopes shall not be steeper than those shown, 
(b) Payment . 

(1) Payment for all required foundation and canal excavation 
shall include the cost of transporting and disposal as required under para- 
graphs 2-02 and 2-06 and will be made at the contract unit price per cubic 
yard for "Excavation; Common". 

(2) Payment for earth embankment materials excavated from 
the designated borrow areas, including material stripped from the surface, 
will be made at the contract unit price per cubic yard for "Excavation, 
Barrow", which price shall include all costs of draining, excavating, 
transporting, and dumping the suitable fill material and disposing of un- 
suitable materia las provided herein, and the cost of all operations attendant 
thereto. No payment will be made for borrow excavation other than that 
specifically authorized by the contracting officer. 

(3) Where stockpiling of excavated material prior to its 
incorporation in fill is directed by the contracting officer, separate 
payment will also be made for stockpiling at the rate of 5° percent of the 
respective contract unit price for excavation; provided, however, that no 
payment will be made for stockpiling when and where the contractor is offered 
the alternative of suspending excavation but elects to stockpile in lieu 

of suspension. The alternative of suspending excavation will be offered only 
when and to the extent that in the opinion of the contracting officer progress 
has been such as to warrant it. Such offer shall not constitute a basis 
for extension of time limit under the contract. No separate payment will 
be made for stockpiling spoil. Excavated materials piled adjacent to the 
excavation for later use as backfill therein will not be considered stock- 
piles. 

2-08. PREPARATION OF FOUNDATIONS FOR CONCRETE STRUCTURES. - Foundation 
excavation for the guard gate and approach walls shall be carried to firm 
materials as determined by the contracted officer. In no case shall the 
foundation grades be at higher elevations nor the excavation slopes steeper 
than indicated on the drawings. Where suitable foundation material is not 
encountered at the grades indicated on the drawings, the contracting officer 
may direct that the depth and width of the foundations be increased, that the 
unsuitable material be removed and replaced with suitable compacted fill t> or 
that the walls be founded on piles, (where pile foundations are not already 
required, as shown on the drawings,) whichever in his opinion is to the best 
interest of the United States. The surface of earth foundations shall be 

2-4 



graded level, unless otherwise specified, and shall be cleared of all loose 
stones, clods, or other objectionable material. When concrete is placed 
thereon the foundation surfaces shall be free from standing or running water 
but shall be in a moist condition. If necessary for proper moisture content 
the surfaces shall be sprinkled as directed by the contracting officer just 
prior to placement of concrete. Payment for earth foundation preparations 
will be included in payment for common excavation. 

2-09. BLASTING FOR EXCAVATION, -blasting will be permitted only when 
proper precautions are taken for the protection of all persons, the work and 
property, and any damage done to the work or property by blasting shall be 
repaired by the contractor at his own expense. Caps or other exploders or 
fuses shall in no case be stored or kept in the same place in which dynamite 
or other explosives are stored. All operations of the contractor in connection 
with the transportation, storage and use of explosives shall be subject to 
the approval of the contracting officer, and the contractor shall be liable 
for all injuries or deaths of persons or damage to property caused by blast- 
ing or explosives. All necessary precautions shall be taken to preserve the 
material outside the lines of excavation in sound condition. Blasting may be 
done only to the depth, amount and extent approved by the contracting officer. 
Approval of the method of blasting by the contracting officer, as specified 
in this subparagrpah, will not relieve the contractor of his responsibility 
in blasting operations, and no payment will be made for any material required 
to be excavated outside of the limit lines indicated on the drawings or below 
the grade lines established in the field, or modifications thereof directed 
by the contracting officer, solely due to injury caused by the overshooting, 
improper blasting or carelessness on the part of the contractor, and all 
material thus removed shall be replaced with concrete or suitable compacted 
fill, as directed by the contracting officer, at the expense of the contrac- 
tor. No blasting shall be done within one hundred(lOO) feet of concrete 
which has been in place less than seven (7) days. 



2-5 



Specifications: Long Sault Guard Cate - Long Sault Canal 

SECTION III 
EMBANKMENTS, BACKFILL AND PROTECTION STONE 

3-01. DEFINITION. _ The -term "Embankments" as used in this section 
includes the earth fill of dikes; the compacted earth backfill behind 
the guard gate walls; the sand and gravel backing, riprap protection, and 
filter blankets, and all other specified or directed fill and slope 
protection. 



3-02. 



GENERAL PROVlSlOxVS. 






(a) Lines and Grades. - The embankments shall be constructed 
to the lines and grades shown on the drawings or otherwise required by 
the contracting officer. The contracting officer reserves the right 

to change the foundation widths, change the slopes and dimensions of the 
embankments, change the dimension and slopes of the foundation cut-off 
trenches and change the slope and thickness of the dumped riprap pro- 
tection and make such other changes as future studies and conditions on 
the work indicate as necessary for the construction of a safe and 
permanent structure as determined by the contracting officer. Changes 
in quantities of materials .resulting from changes in sections shall be no 
cause for claims for increases in the contract unit prices. 

(b) Ma terials . - Materials for the various sections of the 
embankments shall conform to the respective requirements specified in 
the following paragraphs of this section. No brush, roots, sod, and 
perishable or objectionable materials, as determined by the contracting 
officer, shall be placed in the compacted embankments. Any objectionable 
material placed in the compacted embankments shall be removed by the 
contractor as directed by the contracting officer, without cost to the 
Government. The suitability of each part of the foundation for placing 
embankment materials thereon and of all materials for use in an embankment 
will be determined by the contracting officer. No materials shall be placed 
in an embankment where either the materials or the foundation on w hich 

they are to be placed is frozen. 

(c) Conduct of the Work . The contractor shall at all times 
maintain the embankments in conformity with paragraph 3-04(c) and in a 
manner satisfactory to the contracting officer until the final completion 
and acceptance of all work under the contract. The contractor may be 
required to suspend work at any time when, in the opinion of the con- 
tracting officer, satisfactory work cannot be done on account of rain, 
floods, cold weather, or other unsatisfactory conditions. Any approved 

embankment material which is lost or rendered unsuitable after being 
placed in an embankment and before the completion and final acceptance 
of the work,' due to causes that, in the opinion of the contracting; officer, 

ere avoidable, or under the control of the contractor, shall be replaced 
by the contractor in a manner satisfactory to the contracting officer 
and without cost to the Government. The contracting officer may require 
the contractor to remove without cost to the Government any material 
placed by the contractor outside of specified slope lines. 

(d) Order of Work . - The contractor will be required to 
organize the work so that suitable rock and earth fill materials obtained 
from the excavation for the construction of the guard gate structure may 
be placed directly in the embankment sections rhere practicable. 

3-C 5 . PREPARATION OF FOUNDATION FOE EMBANKMENT . 

(a) General - The foundations for embankments shall 

3-1 






be stripped and excavated as specified in Section II. The test pits, stump 
holes and other excavated areas, depressions and cavities within the limits 
required to be stripped shall be filled with compacted earth as directed by 
the contracting officer. The earth fill shall be placed in layers, moistened 
and compacted in accordance with paragraph J-Ok* As the fill is brought up, 
the side slope of the cut or hole shall be scarified, if in the opinion of the 
contracting officer, it is required, in order to provide a bond between the 
fill and the original ground material. The sides of all holes shall be broken 
down if necessary so as to flatten out the slopes, and the hole then filled 
with approved material and properly rolled or tamped in place. Immediately 
prior to placing Class I and II materials in embankments, the entire foundation, 
except areas to be covered by sand and gravel filter, shall be scarified to 
a depth of 4 inches. A 4-inch layer of embankment material shall be spread 
and compacted as specified for Class I fill in paragraph 3-04 (e). The found- 
ation upon which fill is placed shall be in a suitable dry condition, as de- 
termined by the contracting officer. 

(b) Measurement and Payment. - Payment for- the fills in the found- 
ation areas indicated above, including the spreading, rolling and wetting where 
required will be made at the applicable contract unit price per cubic yard for 
•Earth Fill; Compacted Class I," "Earth Fill; compacted, Class II," and "Earth 
Fill; Class III," respectively. No payment as a separate item will be made 
for other work necessary for the preparation of the foundation including the 
dewatering in the foundation areas of the embankments, but the cost of these 
items shall be included in the contract unit prices for the other items of 
work connected with the embankments. 

3-04. CLASS I AND CLASS II COMPACTED EARTH FILLS - 

(a) Material . - Materials for the Class I and Class II compacted 
earth fills shall be secured from the excavations for foundations, removal of 
canal plug, and from authorized borrow (See Section II). The materials in 
general will be a vm 11 graded clayey or silty gravelly sand. No stones which 
would be retained on a 6-inch screen will be permitted in Class I compacted 
earth fill. No stones which would be retained on an 8-inch screen will be 
permitted in the Class II compacted earth fill. Should stones of such size 

be found in the otherwise approved materials, they shall be removed by the con- 
tractor. Suitable stones removed may be used for riprap as specified in 
paragraph 3-O8. Each load of material to be placed in either Class I or 
Class II compacted earth fill shall be the equivalent, as nearly as practicable, 
of a mixture of materials obtained from an approximately uniform strip or 
cutting from the full height of a lift in excavation. The combined excavation 
and embankment placing operations shall be such that the materials when com- 
pacted in the fill will be blended sufficiently to secure the greatest 
homogeneity and desired density. 

(b) Placement . - The distribution and gradation of materials 
throughout the Class I and Class II compacted earth fill sections of the 
embankments shall be such that the embankments will be free from lenses, 
pockets, streaks or layers of materials differing materially in texture or 
gradation from the surrounding materials. The dumping of successive loads 
of fill materials from the different parts of the required excavations shall 
be at locations in the embankment as directed by the contracting officer, 
and for this purpose, the contracting officer may direct the points in the 
embankments where individual loads of material shall be deposited to the end 
that the more previous material shall be placed in the outer exposed sections 
of the Class II compacted earth fill. 



3-2 



After dumping, the materials shall be spread by bulldozers or other approved 
methods in approximately 8-inch layers over the prepared foundation or fills. 
Materials in areas where compacting by rolling is impracticable, as determined 
by the contracting officer, shall be spread in layers 4 inches in thickness 
before compacting. All layers shall extend at an approximately uniform 
elevation over the width of the embankment and for the entire length of the 
section under construction unless otherwise directed by the contracting 
officer. The top surfaces of the Class I and Class II compacted earth fills 
during construction shall be kept crowned with grades not less than 2 nor 
more than 4 percent, so that the surface of the fill will drain freely to- 
ward the slopes. If work is stopped on any part of the Class I compacted 
earth fill for a period of time, the area to remain standing shall be rolled 
with a smooth-faced roller to prevent loss of moisture and to facilitate 
drainage. If, in the opinion of the contracting officer, the rolled surface 
of any layer of any section is too smooth to bond properly with the succeed- 
ing layer or adjacent section, it shall be roughened or loosened by scari- 
fying to the satisfaction of the contracting officer before the succeeding 
layer is placed thereon. Ruts in the surface of any layer shall be filled 
in a manner satisfactory to the contracting officer. 

(c) Moisture Control . - 

(1) The materials in each layer of the Class I and Class II 
compacted earth fills while being compacted shall contain moisture within a 
few percent of the optimum, as determined by the contracting officer, for 
the compaction desired. Prior to and during construction, the contracting 
officer will establish the limiting ranges of moisture contents for materials 
to be compacted in Class I fill and Class II fill. The moisture content 

shall be uniform throughout the layer. If the application of water is necessary, 
it may be done either at the excavation area or at the embankment. Wetting 
at the excavation area shall be supplemented as required by sprinkling in 
place on the embankment, if in the opinion of the contracting officer it is 
necessary. The contractor shall maintain adequate facilities to provide the 
amount of water required. 

(2) No layer of material shall be placed if the moisture con- 
tent of the exposed surface on which it is to be placed is not within the 
range established by the contracting officer. The contractor shall correct 
the moisture content of the compacted layer if the moisture content is not 
within the required limits 

(d) Compaction . - Class I and Class II compacted fill shall be 
rolled and compacted with the equipment listed in paragraph 3~04 (©) below. 
Each layer of Class I fill shall, be compacted by not less than 6 passes or 
.trips and each layer of Class II fill shall be compacted by not less than 

2 passes or trips, of a sheepsfoot roller. In areas where rolling operations 
are impracticable as determined by the contracting officer, compaction shall 
be obtained with power tampers of a typed approved by the contracting officer 
to give compaction equal to that required for the adjoining compacted 
earth fill. Each pass of a roller shall overlap the adjacent rolled area 
by at least 2 feet. If the moisture content is greater or less than that 
required for compaction, the rolling or tamping shall be delayed until the 
proper moisture content as determined by the contracting officer has been 
reached. 

(e) Equipment for Compaction by Rolling .- Equipment 



3-3 



consisting of an oscillating double section sheepsfoot tamper roller, 
pulled by a crawler type tractor weighing not less than 20,000 pounds 
and which is weighted or equipped with a bulldozer, or both, to 
increase its total weight to not less than 29,000 pounds, shall be 
used for compacting Class I fill. The use of more than 2 rollers in 
tandem will not be permitted. The design and operation of the compacting 
equipment shall be subject to the approval of the contracting officer. 
The speed of the compacting equipment shall be not more than 2\ miles per 
hour. Each drum of the oscillating double section sheepsfoot tamper 
roller shall be approximately 4 feet in width and shall have tamping 
feet uniformly staggered over its cylindrical surface and be provided 
with cleaners. Each tamping foot shall project approximately 7 inches 
from the roller's cylindrical surface and at no time during operation 
shall have a face area less than 5 nor more than 7 square inches. The 
spacing shall be such as to provide not less than \\ tamping feet for 
each square foot of cylindrical surface. The sheepsfoot roller shall 
be weighted so that the total weight of the roller and ballast in pounds 
divided by the total areas of the maximum number of tamping feet in one 
row generally parallel to the axis of the roller shall provide for a 
range of 250 to 400 pounds per square inch by varying the roller ballsst, 

(f) Tests for Compaction - Samples for testing of all 
materials in the embankments, both before and after placement and com- 
paction, will be taken by the contracting officer at frequent intervals. 
Corrections, adjustments, and modifications of methods may be required 
as the result of these tests, for materials, moisture content, or 
additional compaction of the materials, in the embankment. In taking 
samples for control and record purposes, the contractor shall supply 
labor required to assist the inspector, as directed by the contracting 
officer. During the construction of the embankments, it may be 
necessary for the contractor as directed by the contracting officer to 
construct test embankments which will form part of the completed fill 

to determine the number of passes or moisture content necessary to 
obtain the desired compaction. 

(g) Additional Compaction . - If the tests specified above 
indicate that the desired compaction of the materials in* the Class I 
and Class II compacted earth fills is not secured by the compaction 
specified in paragraph 3-04 (d). additional compaction may be required 

by the contracting officer. Additional compaction shall consist of 
making not less than 2 passes of a sheepsfoot roller specified in 
paragraph 3-04 (e) over such designated areas. Each 2 passes of the 
roller shall overlap the adjacent rolled area by at least 2 feet. 
This procedure will be repeated as often as is necessary to obtain 
the desired compaction. 

(h) Measurement and Payment . 

(1) Measurement of Class I and Class II compacted earth 
fills placed in the embankments, will be made between the lines indicated 
on the drawings and the required stripping or excavation lines. If 
settlement gages are installed by the contractor, measurement of 
settlement will be made between the foundation line after stripp- 
ing or excavation and a survey of settlement plates at time of acceptance, 
(see par. 3-H)» Payment for Class I and Class II compacted earth 
fill will be made at the applicable contract unit price per cubic yard for 
"Earth Fill Compacted Class I" and Earth Fill Compacted Class II", 
which payment shall include all incidental work specified or required 
such as transporting and spreading, mixing, scarifying, harrowing, 

3-4 



moistening, drying, compacting, removing oversize stones, objectionable 
materials, furnishing laborers for sampling and constructing test 
embankments. Any payment for fill due to foundation settlement will be 
included in the final payment for embankment. 

(2) Payment for each additional two passes of a roller 
as required by the contracting officer will be made at the contract 
unit price per square (100 sq. ft.) for "Rolling for "Each Additional 
Two Trips". 



3-05. 



CLASS III FILL 



(a) General . - Material for Class IIT fill shall be secured 
from the required excavations or from authorized borrow (See Section IT), 
The material for Class III fill except in the upper 3 feet shall be any 
materials as approved by the contracting officer. This material may 
contain boulders, stones, sod, and strippings, providing they are 
embedded, satisfactory to the contracting officer. The material in the 
upper 3 feet shall be well graded, clayey or silty gravelly sand and 
shall be free from sod, stripping, roots and other perishable or 
bouyant materials. Class III fill may be placed in layers of a 
thickness not to exceed 5 feet. The layers shall extend at approxi- 
mately uniform elevation over the entire length and width of the fill 
and at no time shall the top of the fill be above the surface 
elevation of nor more than 6 feet below the adjacent Class II fill, 

(b) Measurement and Payment . - Measurement for Class III 
fill placed in the embankments will be made between the slope lines 
indicated on the drawings and the original surface. Measurement of 
settlement will be made between original ground surface and survey 

of settlement plates if provided, at time of final acceptances, (see par. 
3-11). Payment for Class III -fill placed in the embankments will be made 
at the contract unit price per cubic yard for "Earth Fill* Class 111," 
which payment shall include all incidental work specified or required 
such as transporting spreading and maintaining the surface for sat- 
isfactory operations. Any payment for fill due to foundation settlement 
will be included in final payment of embankment. 



3-06. 



FILTER 



(a) General . - Filters shall be constructed in 12 inch layers 
at the locations and to the lines and grades shown on the drawings, or 
at such other locations as may be required by the contracting officer. 
Each 12 inch layer shall be compacted by covering the entire area with 
one pass of tractor tread or by methods providing equivalent compaction 
as determined by the contracting officer. The material shall conform to 
the requirements specified in the following paragraph and, if practicable 
during construction, shall be kept to the same height as the adjacent 
fill material. Any material encountered in the required excavation 

that meets the requirements of paragraph 3-06 may be used for the filter. 
Additional materials required for the filter not obtainable from re- 
quired excavation shall be obtained from other sources by the 
contractor. 

(b) Filter, Material . - The material for filters shall be 
well graded sand, or sand and gravel, which after placement, shall 
contain at least 1±0 percent by weight which will pass the ^-inch mesh 
screen and no stones shall' tie larger than 6 inches. Of the material 



3-5 



passing the ^-inch screen, at least 80 percent by weight shall pass 
a No. 10 mesh screen, and not more than 10 percent shall pass the No. 200 
mesh screen. Samples of the material the contractor proposes to use 
shall be submitted to the contracting officer at least 30 days prior 
to the date that the contractor plans to commence placement of filter, 

(c) Filter material for the 2\ foot depth of selected gravel 
or crushed rock surrounding the drain pipe behind lock walls will be 
concrete aggregate (size 3/1& to 3/4 inch) furnished by the Government. 

(d) Measurement and Payment .- Measurement of filter 
material will be made between the lines indicated on the drawings, or 
as modified by the contracting officer. Payment for furnishing and 
placing filter material, regardless of source will be made at the 
contract unit price per cubic yard for "Filter." 

3_ 07# SAND AND GRAVEL BACKING. . 

(a) General - Sand and gravel backing for riprap on slopes 
and for drains behind lockwalls shall be constructed to the lines and 
grades shown on the drawings. During construction the placing shall be 
kept at substantially the same level as the compacted earih fill. 

Any material encountered in the required excavation that meets the 
requirements of this paragraph may be used for sand and gravel backing. 
Additional materials required for the sand and gravel backing not 
obtainable from required excavation shall be obtained from other sources 
by the contractor. 

(b) Material. - Ifeterial for sand and gravel backing shall 
consist of bank run sand and gravel of which the material after placement 
shall contain from 30 to 60 percent by weight retained on the ^-inch 
mesh screen, and no stones shall be larger than 6 inches. Of the material 
passing the ^-i^ch mesh screen, not more than 20 percent shall pass 

the No. 200 mesh screen. Samples of proposed material shall be submitted 
as stated in paragraph 3-06(b). 

(c) Msasurement and Payment . - Measurement of sand and 
gravel backing material will be made between the lines indicated on the 
drawings, or as modified by the contracting officer. Payment for furnish- 
ing and installing backing material, regardless of source, will be made 

at the contract unit price per cubic yard for "Sand and Gravel Backing. 



3-08. 



RIPRAP 



(a) Classification . - All rock for the riprap protection of the 
embankments shall be sound, durable rock, other than shale, and as 
approved by the contracting officer, obtained from the required excavation, 
from authorized borrow or from other sources approved by the contracting 
officer. Riprap shall be composed of the following two classes of material; 

(1) Class A. - The riprap shall be clean and rough, and the 
least dimension of any stone shall be not less than one-third its 
greatest dimension. Eighty percent of the rock must weigh over 500 
pounds and shall graduate with fair uniformity to a minimum weight of 

200 pounds. 

(2) Class 8. - The riprap shall consist of clean stones and 
boulders removed from the compacted earth fill material and rock other 
than shale obtained from the required excavations. This riprap shall 
consist of rocks weighing in general not over 250 pounds, of which not 
more than 10 percent of the whole shall be formed of pieces weighing less 
than 15 pounds which shall be well distributed throughout the mass. 

3-6 



(b) Placement . - Riprap shall be dumped in the sections to the 
line and grades shown on the drawings or as directed by the contracting 
officer. The different sizes of each class shall be well distributed 
v:ithin the section. Care shall be taken, in dumping and placing not to 
disturb the underlying fill. The riprap forming the slope of the dikes 
shall be placed in approximately horizontal layers not exceeding 3 feet 
in thickness as the compacted earth fill progresses, and shall be kept 
substantially the same level as the compacted earth fill. Any change in 
the slopes of the compacted earth fill including slides and washout will 
be repaired by the contractor as directed by the contracting officer at 
no cost to the Government; and, at the end of a working season for plac- 
ing compacted earth fill, the dump riprap sections will be complete. In 
the areas where Class B dumped riprap will form the final surface, such 
hand placing of the finished rock surface will be required as will insure 
a reasonably smooth and continuous surface to the lines shown on the draw- 
ings or as modified by the contracting officer with a tolerance not exceed- 
ing 9 inches. 

(c) IVfeasurement and Payment . - Measurement for riprap in the 
dumped riprap sections will be made in the embankments only between slope 
lines and grade lines shown on the drawings or as modified by the contract- 
ing officer and payment will be made for the two classes of riprap at the 
applicable contract unit price per cubic yard for "Riprap, Dumped; 
Class A", and "Riprap, Dumped; Class B", which will include payment 
for the selection of the materials, placing, and all other work required 
for the completion of the riprap sections in accordance with these 
specifications. No separate payment will be made for excavation to 
obtain riprap materials except as measured in required common excavation 
for foundations or in authorized borrow excavation for embankment fill. 

3 -09. SEEDING. _ 

(a) Preparation of Seed Bed . - 

(1) The areas indicated on the drawings or required by 
the contracting officer shall be seeded. All areas to be seeded, prior 
tofertilizing and seeding, shall be harrowed or raked until the soil 
has become loosened and pulverized. All stick, litter, roots, weeds, 
stones larger than 1 inch in diameter and other objectionable materials 
shall be removed to a depth of 2 inches. The surface of all seeded areas 
shall be trimmed and raked to conform to finished grades, after which the 
soil shall be fertilized as specified below. Immediately before sowing the 
seed, the surface of the seed bed shall be sprinkled, if necessary, and 
raked to a depth of 3/k °? an inch. The raking shall be done in a 
direction parallel to the contour lines of the slopos (not uphill or 
downhill). 

(2) Method of Fertilizing. - Prior to seeding, fertilizers 
shall be uniformily spread in a manner satisfactory to the contracting 
officer. The seed beds shall be fertilized with 1,000 pounds of 20£ 
superphosphate, and 200 pounds of sulfate of ammonia to the acre. In 
place of the superphosphate, 330 pounds of TVA. me ta phosphate to the 
acre may be used. 

Cb) Seeding . - The quantity and types of seeds specified 
below shall be sown on prepared seed beds in a manner satisfactory to 
the contracting officer. The mixtures shall be sown at the earliest 
date possible between May 1 and September 1. The seed mixtures shall 

be sov/n by a mechanical hand sender or drill. Whenever practical, 

3-7 



the mixtures shall be sown in wo applications, one-half the seed while 
the sower is travelling in one direction, and the other half sown while 
travelling at right angles to the first. The oats or rye shall be sown 
separately and prior to the remainder of the seed mixture. If oats or 
rye is sown, on the surface the seeds shall be covered by raking to a 
depth from 1 to ll inches. This will not be required if the oats or rye are 
sown with a drill. After all the seed is sown, the seed bed shall be 
lightly raked with iron rakes, and then rolled with a lawn roller in a 
manner satisfactory to the contracting officer. 

(1) Seed Mixture. - The seed mixtures shall consist of 
the seeds specified in the table below. When directed by the contracting 
officer, the seed mixtures may be varied to suit special conditions of 
soil peculiar to the areas to be seeded. The seed furnished shall be 

of the previous year's crop and in no case shall the weed content exceed 
1% by weight. 

Seed Mixture for Seed Bed not Containing tonsoil 

Amount lbs. 
Kind of seed ^Purity ^Germination per acre 

Sweet Clover 99 85 5 

Alfalfa 98 85 2 

Black Medic 95 80 1 

Orchard Grass 97 90 3 

Timothy 98 85 3 

Pedtop 98 90 4 

Ladine Clover 97 90 1 

19 
Oats (Seeding prior to July 15) or 99 90 30 

Rye (Seeding after July 15) 99 90 35 

(2) Inoculation. - The alfalfa, black medic, sweet 
clover, and ladine clover seeds shall be inoculated with pure cultures 
of nitrogen fixing bacteria. Inoculants shall consist of pure bred soil 
or sand cultures, not more than one year old, and shall meet the approval 
of the New York State Department of Agriculture and Markets. The 
inoculants shall be mixed with the seed according to the vendor's 
instructions. After the mixture is dried, it shall be mixed with the 
grass seeds. All mixing, drying and storing shall be done in the shade. 
The seed mixtures shall be applied to the seed bed within 72 hours 
after the legume seeds are inoculated. 

(c) Maintenance and Reseeding .- The contractor shall 
maintain the areas sown with the above seed mixture until all work 
on the contract has been completed and accepted by the contracting 
officer. The maintenance shall consist of refilling rain washed 
gullies, reseeding, mowing, watering during periods of drought, and 
other similar operations when required by the contracting officer. 
The contractor may. if ho desires, protect slopes against erosion 
until seeding becomes established by spreading on the surface about 
four tons of straw to the acre. 

(d) Measurement and payment . - Measurement for seeding 

will be made by the acre for the area within the line shown on the draw- 
ings or as modified by the contracting officer. The contract unit price 
shall include payment for allvork in connection with furnishing and 



3-8 



sowing all necessery seed, raking and rolling the seeded areas, pre- 
paring the seed beds, furnishing and placing all necessary fertilizer, 
and maintaining all seeded areas. Payment for seeding all seed beds will 
be made at the contract unit price per acre for "Seeding." 

? _ 10# PROTECTION OF SETTLEMENT GAGES, PIEZOMETERS, AND PRESSURE CELLS. 

In order to enable measurements and observations to be made during and 
after construction of the work required under the contract, the Government 
may install with its own forces a number of devices in and on the dike 
fills to consist of settlement plates and gages, piezometers, and pressure 
cells. The contractor shall conduct his operations in such a manner 
that these devices and appurtenances will not be damaged. Fill around 
pipes and bars installed in and on the dike fills shall be placed and 
compacted by the contractor to the density of the surrounding compacted 
fill in the manner specified in paragraph 3-04 and 3-0$ herein. 
Separate payment will not be made for such protection and special measures 
required in connection with settlement gages, piezometers, and pressure 
cells and their appurtenances installed by the contracting officer, 

3-1-1. DETERMINATION OF FOUNDATION SETTLEMENT. . If the contractor 
desires to install settlement gages for purposes of measurement of 
additional fill required by settlement, he may do so at his own expense. 
The location and details of settlement gages installed by the 
contractor shall be as approved by the contracting officer, and the 
record of settlement indicated by these gages will be kept by the con- 
tracting officer. The settlement as determined by the gages will be 
used to compute the settlement of the foundation surface. The elevation 
of the foundation surface at the time of acceptance of the work will be 
used to measure the quantity of embankment fill placed by the contractor 
except in those areas where gages are damaged or lost due to the fault 
of the contractor. No measurement of or payment for fill due to 
settlement will be made except in areas where the contractor provides 
approved settlement gages* 



3-9 



Specifications: Lang Sault Guard Gate - Long Sault Canal 

SECTION IV - PILING 

if -01. GENERAL. - The gate "bay walls end the gate and emergency dam sills 
shall "be supported on steel bearing piles* as shown on the drawings. Steel 
sheet pile cut-off walls shall be provided near the back side of the gate bay 
wall foundations on each side of the guard gate, connected by cut-off walls 
extending across the gate structure in the foundation of each sill, as shown 
on the drawings. 

4-02. TYPE AND PROPERTIES. - The steel bearing piles shall be 12 x 12 inch 
65 poumd, H-Section of structural steel conforming to Section VII • Each pile 
shall have a steel bearing cap. The total length of each pile may be made up 
of two sections spliced together. The minimum length of any section in a 
spliced pile shall be 1$ feet. Splicing shall conform to Section VIII as ap- 
proved by the contracting officer. Only welded splices will be permitted. 
Steel dieet piles for the cut-off walls shall be Z-typs weighing approximate- 
ly 32 lbs. per sq. ft. of wall, having a minimum thickness of metal of 3/8"» 
and providing a section modulus not less than 3®* 3 inches cubed per linear foot 
of wall. 

4-O3. DETERMINATION OP LENGTHS. - Lengths of piles shall be as shown on the 
drawings or as modified by the contracting officer to provide sufficient pen- 
etration into the undisturbed material overlying ledge rock to develop the re- 
quired bearing capacities. No pile shall be less thaia 20 ft. long. The con- 
tracting officer will specify the actual lengths of piles to be driven in each 
section of the work. 

4-0if» DRIVING. - Steel bearing and sheet piles shall be driven in the dry 
to the required depth without injury to the pile. The driving equipment, in- 
cluding driving cap, shall be of proper and suitable size and type, as approv- 
ed by the contracting officer. No piles shall be driven within 100 feet of 
concrete less than 7 days old unless otherwise authorized. Piles which are in- 
jured during the handling or driving so as to impair them for the purpose in- 
tended, shall be replaced by new piles at "the expense of the contractor. Wa- 
ter jets may be used to the extent authorized by the contracting officer. The 
top of any pile required by the contracting officer to be cut off, shall pre- 
sent an even surface normal to the axis after cut off. 

if -05. MEASUREMENT AND PAYMENT. - 

(a) Steel bearing piles will be measured to the nearest tenth of a foot 
in place below the specified top elevation. Payment far each pile driven as 
required will be made at the respective contract price per linear foot, as de- 
termined by the length of pile specified to be driven which price shall include 
splices, steel bearing caps, materials, machinery, and labor for furnishing and 
driving the piles to grade or refusal. Payment for piles driven In lengths as 
specified up to and including 30 feet in place below the specified top eleva- 
tion, will be made at the basic contract unit price for "Piling, Steel Bearing.' 
Payment for piles driven in lengths as specified greater tiian 30 feet will be 
made at such basic contract unit price, plus "the following percentages for the 
various increases in length. 



4-1 



Increase in Length per Cent 

0.1 to 5 feet inclusive 5 

5.1 to 10 » " 10 

10.1 to 15 ■ * 15 

15.1 to 25 ■ « 30 

25-1 feet or greater 50 

Should it be found impraoticable to drive piles to the depth specified, the 
contractor -will he paid $1.00 for each pile out off by direction of the con- 
tracting officer and an additional sum computed at the rate of 50 percent of 
the contract price for each foot of pile cut off, provided that the length of 
the cut-off portion of any pile to be paid for shall not exceed the differ- 
ence between the length specified to be driven below the cut-off elevation and 
the length actually driven below that grade. The length of the cut-off por- 
tion will be measured to the nearest tenth of a foot and -will be paid for on 
that basis. Cut-offs shall become the property of the contractor and shall 
be removed from the -work. 

(b) Steel Sheet Piling will be measured to the nearest tenth of a lin- 
ear foot from which will be derived the square foot of wall actually in place 
below the specified grade line. Payment will be made at the contract unit 
price for "Piling, Steel Sheet" actually in place below the specified grade 
line. The contract prices will cover all necessary machinery, materials» and 
labor for furnishing and driving the piles to grade or refusal. The contrac- 
tor will be paid $1.00 for each pile cut off by direction of the contracting 
officer and an additional sum computed at the rate of 70 percent of the con- 
tract unit price for each square foot of pile cut off, provided that the length 
of the cut off portion of any pile to be paid for shall not exceed the differ- 
ence between the length specified to be driven below the cut-off elevation 

and the length actually driven below grade • The length of the cut-off por- 
tion will be measured to the nearest tenth of a linear foot and the area to be 
paid for will be computed on that basis. Cut-offs shall become the property 
of the contractor and shall be removed from the work. 

(c) Partial Payment . Estimates will be given for 60 percent of the con- 
tract price for piling delivered and stored at the sits of work. Piles which 
are delivered more than if months before the time when they may be reasonably 
expected to be driven shall be given 1 coat of primer meeting the requirements 
of Section XVIII, before being stored and before being included in the preli- 
minary estimate. No partial payment will be made for piles delivered more than 
6 months in advance of the time when they may be reasonably expected to be used. 
The remaining hfi percent of the contract price -will be estimated when the pil- 
ing has been driven and accepted. Proper deduction will be made in the final 
estimate for any partial payment for the cut-off portions and for piles not used 
in the work. 



4-2 



Specifications: Long Sault Guard Gate - Long Sault Canal 

SECTION V 
TBIBERWORK 
5-01. TIMBER AND LUMBER. - 

(a) General . - All timber and lumber shall be straight, even- 
sawed, sound, and entirely free from all defects which might impair its 
durability or its usefulness for the purpose intended. 

(bj Softwood shall conform to Federal Specifications MM-L-751 for 
"Lumber and Timber; Softwood," yard lumber, grades as specified or required. 

(1) Common Timber for stop logs, seal and bearing blocks 
shall be pine, Douglas Fir, hemlock, or other approved species, "Numbers 1 
or 2 Common Timbers," grade and shall be treated in accordance with Federal 
Specification TT-W-571a for "Wood Preservative; Preservative-Treatment." 

(c) Hardwood shall conform to Federal Specification MM-L-73& f °r 
"Lumber and Timber; Hardwood," yard lumber, grade as specified or required. 

(1) White Oak, unless otherwise specified, shall conform to 
the latest specifications of the National Hardwood Lumber Association for 
"Common Dimension" timber, except that it shall have full, sound square edges 
when in place. It shall be of commercial sizes, surfaced on four sides. 

(d) Framing . - All timber shall be accurately framed and fitted 
and securely bolted. Holes for bolts shall be l/l6 inch less diameter than 
body of the bolt to be used. Care shall be taken in framing to work out 
permissible defects wherever possible. 

(e) Painting . - Except where other types of painting or creosoting 
are specified, the surfaces of all timbers intended for permanent incorpora- 
tion in the work shall be painted with 1 coat of primer (see par. l6-06 (c)) 
immediately upon delivery on the work, and stored and suitably protected to 
prevent excessive checking. After fabrication and fitting, all surfaces of 
timbers shall be painted 2 coats finish paint, (see par. 16-06 (d)). All 
paint and painting shall conform to the requirements of Section XVI. 

(f) Measurement and Payment . - Unless otherwise specified, all 
timber will be graded in accordance with standard commercial grading rules 
and on the basis of the dimensions indicated on the drawings. The contract 
price will include nails and spikes less than 3/8 inch in diameter, and all 
carpenter work. Payment for all timber, unless specified to be paid for 
otherwise, will be made at the contract price per 1,000 feet, board measure 
tM.F.B.14.; for "Timber; white Oak," and "Timber; Stop Log, (Creosoted) , " 

in place in the work. 



5-1 



Specifications; Long Sault Guard Gate - Long Sault Canal 

SECTION VI - CONCRETE 
COMPOSITION, CLASSIFICATION AND STRENGTH 

6-01. COMPOSITION. - Concrete shall be composed of cement, fine ag- 
gregate, coarse aggregate and water so proportioned and mixed as to produce 
a durable, plastic, workable mixture in accordance with all requirements 
under this section and suitable to the specific conditions of placement. 

6-02. CLASSIFICATION. 

(a) Designation. - Except where required to meet special conditions, 
all concrete shall be Class "A" or Class"B", in accordance with the conditions 
of application and the proportions of materials and strengths required. 

(b) Class "A" concrete shall be used generally in thin walls, slabs, 
and beams, for embedding metal in pre-formed recesses, and at such other places 
as shown on the drawings or as directed by the contracting officer. 

(c) Class "B" concrete shall be used for the mass masonry of guard 
gate walls, sill, and approach walls, and for all other structures unless other- 
wise noted. 

6-03. STRENGTH. 

Test specimens of concrete will be 6" x 12" or 8" x 16" cylinders. 
Samples will be wet-screened to remove aggregate greater than one-fourth the 
diameter of the test specimen. The mixes will be designed to secure concrete 
having at least the following compressive strengths at the age of 28 days: 

Average for any 25 Minimum for any 

Class Consecutive cylinders one cylinder 

A 34°° lbs. per sq. in. 2600 lbs. per sq. in. 

B 3000 lbs. per sq. in. 2200 lbs. per sq. in. 



6-04. HIGH-EARLY -STRENGTH CONCRETE. - High-early -strength concrete made 
high -early -strength Portland cement or other special cements shall be used only 
when specifically authorized by the contracting officer. The 7-day compressive 
strength of concrete of any class, when made with high -early-strength cement, 
will be at least equal to the specified minimum 28-day compressive strength 
for that class using standard cement. All provisions of these specifications, 
except for cement and aggregates, shall be applicable to such concrete. 

6-05. CEMENT AND AGGREGATES. - Cement, and fine and coarse aggregates 
will be furnished to the contractor by the Government in accordance with para- 
graph 1-10 of these specifications. 

6-06. WATER. - The water used in mixing concrete shall be fresh, clean 
and free from injurious amounts of oil, acid, alkali or organic matter. 

6-07. STORAGE. 

(a) Cement . 

(1) Immediately upon receipt, at the site of the work, cement 
shall be stored in a thoroughly dry, weathertight , and properly ventilated 
building or bin- with adequate provisions for the prevention of the absorption 

6-1 



of moisture. Storage shall be such as to permit easy access for inspection 
and definite identification of each shipment. 

(b) Aggregates . - The fine and coarse aggregates shall be stored 
separately (see paragraph 6-08(f)), and in such manner as to avoid the inclu- 
sion of any foreign material in the concrete. Stock piles of coarse aggre- 
gates shall be built in horizontal layers to avoid segregation. 

6 -08 . PROPORTIONING . 

(a) Basis . - All concrete materials will be proportioned so as to 
produce a workable mixture in which the water content will not exceed the 
maximum specified. 

(b) Control . - The exact proportions of all materials entering 
into the concrete shall be as directed by the contracting officer. The con- 
tractor shall provide all equipment necessary to determine, record, and con- 
trol positively the actual amounts of the various materials, including water, 
cement, fine aggregate, and each individual size of coarse aggregate, enter- 
ing into the concrete. The proportions will be changed whenever, in the 
opinion of the contracting officer, such change becomes necessary to obtain 
uniformity and workability or the specified strength, and the contractor will 
not be compensated because of such changes. 

(c) Measurement . - All materials shall be measured by weight. One 
bag of cement will be considered 94 pounds in weight and 1 gallon of water as 
8,33 pounds. 

(d) Cement Content . - The cement content for each cubic yard of 
concrete shall generally fall within the following ranges: 

Class »A" 5.0 to 6.0 bags , 

Class "B" 4.0 to 5.0 bags 

For concrete deposited in water, the minimum cement content shall be 6.5 bags 
or 611 pounds to each cubic yard of concrete placed. The cement content shall 
be at all times subject to variation as deemed necessary by the contracting 
officer to attain the desired results. 

(e) Water Content and Consistency of Concrete . 

(1) In calculating the total water content in any mix, the 
amount of moisture carried on the surfaces of the aggregate particles shall be 
included. The total water content per bag of cement for each batch of con- 
crete shall not exceed the following: 

Class *A" 5.5 gallons or 45.8 pounds 
Class "B" 6.5 gallons or 54.1 pounds. 

In all cases, however, the amount of water to be used shall be the minimum 
amount necessary to produce a plestic mixture of the strength specified and of 
the desired density, uniformity and workability. In general, the consistency 
of any mix shall be that required for the specific placing conditions and me- 
thods of placement, and ordinarily the slump shall be between 1/2 inch and 2 
inches for Class "B" concrete, and between 1^ inches and 3 inches for Class 
■A" concrete when tested in accordance with the current specifications for 
•Method of Test for Consistency of Portland Cement Concrete," of the American 
Society for Testing Materials. 

(f ) Aggregate Content . - The total volume of aggregates to be used 
in each cubic yard of concrete shall be that necessary to, produce a dense 
mixture of the required workability as determined by the contracting officer. 

The individual mixes will be based upon securing concrete having suitable 

6-2 






workability, density, impermeability, and th© required strength, without the 
use of an excessive amount of cement. 

(1) Coarse Aggregate. 

For Class "A" concrete the maximum size aggregate shall be 
not more than l£ inches. 

For Class "B" concrete the maximum size aggregate shall be 
not more than 3 inches. 

Specified sizes shall be delivered separately to individual proportioning 
hoppers in according with the following: 

a. 3/16" to 3/4" 

b. 3/V to l£» 

c. l}« to 3" 

(2) Fine Aggregate . - The fine aggregate will consist of nat- 
ural sand or crushed stone sand and in either case will be furnished in one 
size gradded so that at least ninety-five percent will pass a No. 4 square 

mesh sieve. 

6-O9. MIXING AND PLACING 

(a) Equipment . - The contractor shall provide at the site of the 
work a modern and dependable batch-type mixing plant with a minimum capacity 
of 400 cubic yards of concrete per 8 hours. The plant shall include not 
fewfer than 2 complete mixers of equal capacity with separate power plants. The 
equipment shall provide adequate facilities for the accurate measurement, recorc 
and control of each of the materials entering the concrete. The complete 
plant assembly, including provision to facilitate the inspection of operations 
at all times and the adequacy and dependability of each of its parts, shall 
be subject to the approval of the contracting officer, and shall conform to the 
following requirements. 

It shall be capable of ready adjustment for compensating for the 
varying moisture content of the aggregates and for chaning the proportionate 
batch weights. 

It shall be capable of controlling the delivery of each material 
to within 1 percent by weight of the designated amounts. 

It shall be arranged to permit the convenient removal of material 
in excess of the specified tolerances, and acceptable facilities shall be 
provided for readily obtaining representative samples from the batches for test 
purposes. 

Each weighting unit shall include a visible springless gage 
which will register the scale load at any stage of the weighing operation from 
zero to full capacity. 

Insofar as practicable, each dial and watering -measuring device 
shall be in full view of the operator and the weighing equipment shall be 
arranged so 1jhat the operator may conveniently observe the operation of the 
bin gates and also the materials discharged into the mixer hopper. 

The accuracy of the 'weighing equipment shall conform to the re- 
quirements of the U. S. bureau of Standards. The contractor shall provide^ 
standard test weights and any other auxiliary equipment required for checking 
the operating performance of each scale or other measuring device and shall 

6-3 



make periodic tests, in the presence of a Government inspector, in such a 
manner and at such intervals as may be directed by the contracting officer; 
provided, that unless otherwise directed by the contracting officer, such 
check tests of equipment in operation shall be made at least once every two 
weeks. After completion of such check tests the contractor shall make such 
adjustments, repairs, or replacements as the contracting officer may con- 
sider necessary to secure satisfactory performance. 

The plant shall include a device for accurately measuring and 
indicating the quantity of water entering the concrete and the operating 
mechanisms must be such that leakage will not occur when the valves are 
closed. The filling and discharge valves for the water tank shall be so 
interlocked that the discharge valve cannot be opened before the filling 
valve is fully closed. 

It shall include a device for accurately and automatically mea- 
suring and indicating the time of mixing, which shall be interlocked to pre- 
vent the discharge of concrete from the mixer before the expiration of the . 
mixing period. 

It shall include a device for recording and indicating the number 
of batches handled. 

Each set of units for measuring cement and mixing water delivered 
to one or more mixers shall be provided with an accurate combined autogra- 
phic recorder for making a continuous visible record on a single chart of 
measurement of all materials introduced into each batch, and of the consis- 
tency of the concrete during the mixing process. The recorder shall be 
housed completely, shall be capable of being locked, and shall be placed in 
a position convenient for use by the plant operator. The recorder paper 
furnished shall be ruled and printed so that each graph will be identified 
permanently and so that quantities and time may be read without scaling or 
calculation. Suitable means shall be provided to insure proper alignment, 
rate of travel, and tautness of the paper without wringling. The recording 
equipment shall include facilities for automatically registering on the 
chart for time of day at intervals of not more than 15 minutes and shall be 
designed for simplicity in operation and maintenance. 

Each mixer shall be equipped with an efficient recording consis- 
tency meter or provided with equally suitable equipment or means satisfac- 
tory to the contracting officer for indicating concrete consistency and re- 
cording it on the combined autographic recorder chart. The sensitivity and 
range of the consistency meters shall be such that the effect of a change 
in slump of one inch shall be readily discernible to the operator, as deter- 
mined by the contracting officer. The contractor shall furnish satisfactory 
evidence that the consistency meters which he proposes to use are adapted 
to the type of drum and loading of the mixers with wnich they are to be used. 
If the mixers are provided with consistency meters operating on the princi- 
ple of measuring electrical input to the mixer motors, adequate means shall 
be provided for eliminating errors due to operating the motor from a varia- 
ble-voltage supply source, with resultant changes in motor input which are 
not caused by changes in concrete consistency. If the contractor proposes 
to use means for the partial elimination and compersation of these errors, 
such means shall be subject to the approval of the contracting officer and 
the residual errors shall not exceed one percent of the values being mea- 
sured. Errors in registration of concrete consistency caused by variable 
friction in the mixer equipment shall be eliminated or minimized by provid- 
ing adequate antifriction bearings and lubrication or by other means satis- 
factory to the contracting officer- All graphic charts recorded in accord- 
ance with this paragraph shall become the property of the Government. 

(b) Time . - The minimun time for mixing each batch, after all 
materials are in the mixer, shall be as follows: 

6-4 



l/2-oubic yard mixer, or smaller 1-1/4 minutes 
3/4 - to 1£ cubic yard mixer l£ minutes 
1£ - to 3-cubic yard mixer 2 minutes 
larger than 3-cubic yard 2£ minutes 

The mixer shall revolve at a uniform speed, a minimum of 12 revolutions per 
minute after all materials have been placed in it. Neither speed nor volume 
capacity of the mixer shall exceed those recommended by the manufacturer. 
Excessive overmixing, requiring additions of water to preserve the required 
consistency, will not be permitted. Should any mixer at any time produce 
unsatisfactory results its use shall be promptly discontinued until it is 
repaired or replaced. 

(c) Conveying . - Concrete shall be conveyed from mixer to forms as 
rapidly as practicable, by methods which will prevent segregation or loss of 
ingredients. It shall be deposited as nearly as practicable in its final 
position. Chutes used shall be such that the concrete slides in them and does 
not flow. Chutes with a flatter slope than 1 or 2 will not be permitted. 
There shall be no free vertical drop greater than 5 feet except where specifi- 
cally authorized by the contracting officer. 

Methods of conveying concrete to any part of the structure by which 
the concrete is loaded into chutes, belt conveyors, or other similar equipment 
and carried in a thin, continuously exposed flow, to the forms, will not be 
permitted except for very limited or isolated sections of the work, and then 
only when approved in writing by the contracting officer. 

Placing of concrete in the lock shall, in general, be done by means 
of bottom-dump buckets of sufficient size to handle the full capacity of one 
mixer. The design of the buckets shall be subject to the approval of the con- 
tracting officer, and shall be such as to permit close regulation of the 
amount of concrete to be deposited in each dumping position. It is contempla- 
ted that the full capacity of a bucket may be deposited in one operation where 
this has no objectionable effect on the placement of concrete, but near forms 
and around embedded items or elsewhere as directed by the contracting officer, 
the discharge shall be controlled so that the concrete may be effectively com- 
pacted into layers not exceeding 18 inches in thickness with a minimum of 
lateral movement and accompanying tendency for segregation and the formation 
of rock pockets* 

(d) Placing . 

(1) Concrete shall be placed before initial set has occurred, 
and, unless otherwise authorized by the contracting officer, before it has 
contained its water content for more than 30 minutes. 

(2) Concrete when deposited in the forms shall have a temper- 
ature of not more than 75 degrees P. and not less than 40 degrees P. However, 
when the temperatures of the materials are such that the temperature of the 
fresh mixed concrete is 55 degrees or more, the mixing water shall be cooled to 
a temperature of 35 degrees p., and only aggregates taken from the coolest 
portions of the stockpiles shall be used. Any heating, cooling, refrigerating, 
or other operations necessary in order to produce a concrete having a temper- 
ature within the above specified temperature limits, shall be done by the con- 
tractor and the cost thereof shall be included in the unit contract prices for 
the various classes of concrete. 

(3) Unless otherwise specified, all concrete shall be placed in 
the dry upon clean, unfrozen, damp surfaces, free from running water, and never 
upon soft mud, dry porous earth, or upon fills that have not been subjected to 
approved rolling or tamping until optimum compacting has been obtained. 



6-5 



(4) The layout of all monoliths shall be as shown on the 
drawings or as directed or approved by the contracting officer before con- 
creting is commenced. 

(5) All concrete shall be deposited in approximately horizontal 
layers, unless otherwise specifically authorized or directed by the contracting 
officer, and the concreting shall be carried on as a continuous operation, as 
far as practicable, until the placing in the course, section, panel or monolith 

is completed. Concrete must be covered within 45 minutes to one hour, depend- 
ing on cement used, with fresh concrete during one pour. Courses of mass 
concrete in the lock structures shall not exceed 5 feet in thickness for sect- 
ions 35 feet or greater in width and shall not exceed 10 feet in thickness for 
sections less than 35 feet in width unless approved by the contracting officer. 
In general a minimum of 24 hours shall elapse for each foot of course thick- 
ness between the finishing of one such course and the starting of the next 
course, but in no case shall the elapsed period be less than 120 hours. The 
first two to four courses starting from lifts which have been in place longer 
than 15 days shall be limited to a maximum height of 2 to 3 feet ; as determined 
by the contracting officer. Other courses shall generally have a minimum 
thickness of 4 feet, and maximum thickness of 12 feet. 

(6) In dropping concrete through reinforcement, care shall be 
taken that no segregation of the coarse aggregate occurs. On flat surfaces 
where the congestion of steel near the forms makes placing difficult, a mortar 
of the same cement-sand ratio as is used in the concrete shall be first de- 
posited to cover the forms. 

(7) All top surfaces not covered by forms and which are not to 
be covered by /additional concrete or backfill shall be carried slightly above 
grade and struck off by board screed (see paragraph 6-11 (a). 

(e) Vibrating .- Concrete shall be placed with the aid of mechanical 
vibrating equipment as approved by the contracting officer. 

(1) Internal vibrators shall be used in all sections 10-inches 
or more in width or which are sufficiently large to accommodate them. External 
vibration shall be used when directed by the contracting officer as auxiliary 
to internal vibration. 

(2) Vibrators shall be of sturdy construction, adequately pow- 
ered and capable of transmitting to the concrete not less than 5»000 impulses 
per minute when operating under load (immersed in concrete). The frequency 
of vibration shall be subject to proof by measuring the impulses radiated by 
the vibrator, when operating in concrete designed for the project, by use of 
a Frahm vibrating -reed tachometer or equal. The vibration shall be suffi- 
ciently intense to cause the concrete to flow or settle readily into place 
and show a visible effect over a radius of at least 1 " inches in the concrete. 

(3) A sufficient number of vibrators shell be employed so that, 
at the required rate of placement, vibration throughout the entire volume of 
iach layer of concrete and complete compaction are secured. At least one extra 
vibrator shall be constantly on hand at each point of placement (monolith) for 
emergency use. 

(4) Form vibrators, where used, shall be attached to or held on 
the forms in such a manner as to transmit the vibration to the concrete effect- 
ively and shall be raised in lifts as. filling of the forms proceeds, each 

lift being not more than the height of concrete visibly affected by the vibrat- 
ion. They shall be placed horizontally at distances not greater apart than 
the radius through which the concrete is visibly affected. 

(5) Internal vibrators shall be kept constantly moving in the 
concrete and shall be applied at points uniformly spaced not farther apart 
than the radius over which the vibrator is visibly effective. The vibrator 
shall not be held in one location long enough to draw a pool of grout from 

6-6 



the surrounding concrete. Internal Vibrators shall be applied close enough to 
the forms to vibrate the surface concrete effectively but care shall be taken 
to avoid hitting the forms sufficiently to damage them. 

(6) The vibration shall be such, that the concrete becomes uniforml 
plastic and there shall be at least 10 seconds of vibration per square foot o 
surface of each layer of concrete, computed on the basis of the visibly affec 
ed radius, and taking overlapping into consideration. 

(7) Vibration shall be supplemented by forking and spading by hand 
adjacent to the forms on exposed faces. The concrete shall be compacted and 
worked in an approved manner into all corners and angles of the forms and 
around reinforcement and embedded fixtures. 

(f) Construction Joints . - Vertical joints shall be formed with tongue- 
and-groove keys at such locations and of such shapes and dimensions as approv- 
ed or directed by the contracting officer. Horizontal joints shall be conti- 
nuous throughout all monoliths to produce continuous horizontal lines on the 
faces of the lock walls. The horizontal edges of each completed pour not re- 
quired to be chamfered that are exposed to weathering shall be struck off 
level for a distance of about 6 inches back from the form to provide an even 
and neat appearance between construction joints. Where required, dowel rods 
shall be used. All concrete in vertical members shall have been in place not 
less than 12 hours, and longer if so directed by the contracting officer, be- 
fore concrete in horizontal members resting thereon is placed. After the to^ 
surface of a course is finally compacted, it shall be thoroughly protected 
from pedestrian traffic, materials being placed thereon, running water, or any 
activity uoon the surface that might in any manner affect the initial setting 
of the concrete for a period of 4 to 20 hours as determined by the contracting 
•officer. After the time required for initial set, the surface shall be washed 
witVa high pressure air (air pressure capacity not less than 100 p.s.i.) and 
water jet to remove all laitance and to expose clean sound aggregate. 

Immediately before placing is resumed in each succeeding course, all 
approximately horizontal construction joint surfaces shall be washed with a 
high pressure air and water jet and scrubbed with steel brushes and brooms. 
Sand shall be added to the air-water jet when required to remove algae, stains 
and other substances injurious to bonding. After final cleaning and immedi- 
ately before placing is resumed the surface shall be wetted and spread with 
a layer of mortar 1/2 inch thick. The mortar shall be of the same cement- 
sand ratio as the concrete. 

Where fresh concrete is to be placed against smooth surfaces of pre- 
viously placed concrete, the surface of the previously placed concrete shall 
be roughened by picking, or other means approved by the contracting officer, 
in order to secure adequate bond. No payment will be made for such roughen- 
ing but the cost shall be included in the contract unit price for the class 
of concrete affected. 

(g) In water . - When specifically authorized, concrete may be de- 
posited in water having a temperature above 35 degrees P. The methods and 
equipment used shall be subject to the approval of the contracting officer. 
When deposited by the tremie method, the tremie shall be watertight and 
sufficiently large to permit a free flow of concrete. The discharge shall 
be kept continuously submerged in the concrete and the shaft kept full of 
concrete to a point well above the water surface. When the bottom-dump 
bucket method is used, the bucket shall not be dumped until after it has 
come to rest on the surface upon which the concrete is to be deposited. The 
bucket shall be provided with a suitable cover, and the bottom doors, when 
tripped, shall open freely. The bucket shall be completely filled and slowly 
lowered in order to avoid backwash, and when tripped, it shall be slowly with- 
drawn until entirely free of the concrete. With either method, concreting 
shall proceed without interruption until the tip of the concrete is well above the 

6-7 



water surface. 

. (h) Cold Weather . - Concrete shall not be placed when the ambient 
atmospheric temperature is below 35 degrees F. nor when the concrete is like- 
ly to be subjected to freezing temperatures before final set has occurred, 
unless specifically authorized by the contracting officer in writing. When 
so authorized, the materials shall be heated in such a manner that they will 
be free of ice, slush, snow, frozen lumps, etc., before entering the mixer. 
The temperature of the concrete when deposited in the forms shall be within 
the limits specified in paragraph 6-09(d)(2). All methods and equipment 
for heating shall be subject to, the approval of the contracting officer. 

(i ) Hot Weather. - For concrete plaoed during the extremely warm 
summer months and otherwise, when directed by the contracting officer, the 
contractor shall take whatever measures are necessary in order to produce 
a concrete having a temperature below the maximum limit specified in para- 
graph 6-09(d)(2). The methods and equipment used shall be subject to the 
approval of the contracting officer. 

6-10. -TEST SPECIMENS. 

(a) Number . - Test specimens, to determine whether the com- 
pressive strength of the concrete is in accordance with that specified in 
paragraph 6-O3, will be taken by the Government inspector. At least 1 set 
of 3 specimens will be made for every major placement and, in general, for 
every 500 cubic yards of concrete placed, but in any event, a sufficient 
number of specimens will be taken to give a comprehensive knowledge of the 
concrete in each section of the work. 

(b). Method. - All specimens will be taken from the concrete in 
accordance with the current specifications of the American Society for 
Testing Materials. The specimens will be tested by and at the expense of 
the United States, either in its laboratory or in that of a recognized 
commercial testing agency. 

6-11. FINISHING. 

(a) General . - Immediately after placement, the concrete shall 
be properly forked back along the faces of all forms by the use of concrete 
forks or spades and then re-vibrated unless otherwise specifically authorized 
or directed by the contracting officer. The surface of concrete finished 
against forms shall be smooth, dense, and free from rock pockets. Immediately 
upon the removal of forms , all unsightly ridges or lips shall be removed and 
undesirable local bulging on exposed surfaces shall be remedied by tooling 
and rubbing to the satisfaction of the contracting officer, all holes left by 
the removal of tie rods, and all similar voids unless otherwise directed by 
the contracting officer shall be neatly filled with cement mortar mixed in 
the same proportions as the original mix, provided that wh rever practicable 
mortar which has been mixed and allowed to stand for one our shall be 
used and placed as directed by the contracting officer. L fective con- 
crete shall be repaired by cutting out the unsatisfactory material and 
placing new concrete which shall be formed with keys, dovetails, or anchors to 
attach it securely to the other work. This concrete shall be drier than the 
usual mixture and shall be thoroughly tamped into place. All finishing, 
tooling, rubbing and filling of the rod holes and all patching of exposed sur- 
faces must be performed immediately after forms are removed and the succeeding 
course of concrete shall not be placed until the exposed surfaces of the 
preceding lifts have been finished to the satisfaction of the contracting 
officer. All surfaces of concrete., not covered by forms, that are not to be 
covered by additional concrete or backfill, shall have a wood float finish 

6-8 



without additional mortar, and shall be true to elevations as shown on the 
drawings. Care shall be taken to see that all excess water is removed before 
making this finish. Other surfaces shall be brought to the specified fin- 
ished elevation and left true and regular as approved by the contracting off- 
icer. Where considered necessary by the contracting officer, or where in- 
dicated on the drawings, joints shall be carefully made with a jointing 
tool. Every precaution shall be taken by the contractor to protect finished 
surfaces from stains or abrasions. No fire shall be permitted in direct cont 
act with any concrete at any time. Concrete surfaces, or edges likely to 
be injured during the construction period, shall be properly protected by 
leaving the forms in place or by erecting covers satisfactory to the cont- 
racting officer. 

(b) Floor Surfaces . - Unless otherwise specified, floors of all 
buildings, and other surfaces where indicated on the plans or required by 
the contracting. officer, shall be finished with a 1-inch monolithic sand- 
cement mortar surface. All water, laitance and any foreign matter shall 
be removed from the surfaces. The topping mixture shall be spread evenly 
over the base within 45 minutes after the base has been placed. The mor- 
tar shall be of 1 part cement and 3 parts approved clean sand. The cement 
and sand shall be thoroughly mixed dry and then sufficient water shall 
be added to produce a medium stiff mortar. After placing, the mortar shall 
be floated to a true, regular surface with a wood float and steel-trowled 
to a smooth finish. Troweling shall be the minimum amount consistent 
with obtaining a smooth dense surface and shall not be done until the mortar 
has hardened sufficiently to prevent excess fine material from being worked 
to the surface. 

6-12. CURING. 

(a) General. - Before actual concrete placement begins, the 
contractor shall have on hand and ready to install all equipment needed for 
adequate curing and protection of the concrete. 

(b) Warm Weather. - All concrete shall be adequately protected 
from injurious action by the sun. Fresh concrete shall be protected from 
heavy rains, flowing water, and mechanical injury. All concrete shall be 
kept wet for a, period of not less than 14 days by covering with water, or 
with an approved water-saturated covering or by a system of perforated 
pipes or mechanical sprinklers, or any other approved method which will 
keep all surfaces continuously (not periodically) wet. Where wood forms 
are left in place for curing, they shall be kept wet at all times to pre- 
vent opening at the joints and drying out of the concrete. Water for 
curing shall conform to the requirements of paragraph 6-06, and shall be 
generally clean and entirely free from any elements which, in the opinion 
of the contracting officer, might cause staining or discoloration of the 
concrete. 

(c) Cold Weather. - Concrete when placed during cold weather 
shall be kept moist and provided with adequate protection, subject to the 
approval of the contracting officer, so that the air in contact with the 
concrete will be maintained at temperatures between $0 degrees F. and 7° 
degrees F. for at least the first 5 days. !For massive section, where the 
atmospheric temperatures are sufficiently low, in the opinion of the 
contracting officer, to cause excessively rapid cooling and contracting of 
the exterior surfaces, the period for maintaining the temperature of the 
air in contact with the concrete between 5° and 70 degrees F. may be re- 
quired to extend for 14 days. In extremely cold weather, the removal of 
temperature protection shall be done gradually so that the temperature 

6-9 



of the air surrounding the concrete is reduced to the outside air temperature 
at a rate not faster than 5 degrees F. in any one hour, or 50 degrees P. in 
any 24 hour period. Salt or other chemicals shall not be admitted into the 
mixture to prevent freezing, 

FORMS, REINFORCEMENT AND PAYMENT 
6-13. FORMS. 

(a) Materials . - Forms shall be of wood, steel or other approved 
material, except that the sheeting for all exposed surfaces shall be tongue- 
and-groove lumber of uniform width unless otherwise specifically authorized. 
Forms of like character shall be used for similarly exposed surfaces in or- 
der to produce a uniform appearance. The type, size, shape, quality and 
strength of all materials of which the forms are made and the design of the 
forms shall be subject to the approval of the contracting officer. 

(b) Construction . - Forms shall be built true to line and grade, 
and shall be mortar-tight and sufficiently rigid to prevent displacement or 
sagging between supports. Where forms for continuous surfaces are placed in 
successive units, care shall be taken to fit the forms tightly over the com- 
pleted surface so as to prevent leakage of mortar from the concrete and to 
maintain accurate alignment of the surface. Responsibility for their ade- 
quacy shall rest with the contractor. Their surfaces shall be smooth and 
free from irregularities, dents, sags, or holes when used for permanently 
exposed faces. Bolts and rods used for internal ties shall be so arranged, 
that, when the forms are removed all metal will be not less than 2 inches 
from any concrete surface. Bolt holes shall be reamed with a suitable tooth- 
ed reamer so as to leave the surface of the holes clean and rough and shall 
be filled with mortar as specified in paragraph 6-ll(a)., immediately upon 
removal of the forms. Wire ties will not be permitted without the approval 
of the contracting officer, and at no time where the concrete surface will be 
exposed to weathering and where discoloration will be objectionable. All 
forms shall be so constructed that they can be removed without hammering or 
prying against the concrete. Unless otherwise indicated, suitable moldings 
shall be placed to bevel or round exposed edges, at expansion joints and/or 
any other points as may be required by the contracting officer. 

(c) Coating . - Forms, except those lined with absorptive form 
lining, shall be coated with a non-staining mineral oil which shall be applied 
shortly before the concrete is placed. 

(d) Removal . - Forms shall not be removed without the approval of 
the contracting officer, and all removal shall be accomplished in such manner 
as will prevent injury to the concrete. Forms shall not be removed before the 
expiration of the minimum number of days indicated below, except when specific- 
ally authorized by the contracting officer. When, in the opinion of the con- 
tracting officer, conditions on the work are such as to justify it, forms may 
be required to remain in place for longer periods. 

Arches, beams and slabs 14 days 
Columns 7 days 

Walls and vertical faces 2 days 

(e) Absorptive Form Lining. - In addition to the requirements for 
work specified above, the forms for all permanently exposed surfaces, of guard 
gate walls and approach walls, not covered by backfill, shall be constructed of 
matched lumber, approved by the contracting officer, and lined with absorptive 
lining. The absorptive form lining shall be 

6-lo 



capable through its absorptive capacity of eliminating voids, pits and 
other common defects from the surface of the concrete placed against it. 
The form lining shall be highly absorptive to air and water and shall possess 
surface characteristics such as will result in a dense concrete with a 
satisfactory surface texture, and the minimum amount of sticking of the 
lining upon removal of the forms. The lining shall be readily adaptable to 
cutting, fitting and any other operation necessary in connection with its 
use. The lining itself, and any coating or treatment employed in its manu- 
facture, shall be such as will not create discoloration or interfere with 
the normal chemical reactions of the cement in the concrete. The type of 
lining shall be subject to the approval of the contracting officer. Tests 
shall be made by the contractor of all proposed absorptive lining as 
directed by the contracting officer. These tests shall include the use of 
absorptive form lining on concrete surfaces which will be later covered by 
backfill. Samples shall also be furnished to the Government for laboratory 
tests, before approval of any type of lining by the contracting officer. 
Horizontal joints will not be permitted in absorptive form lining for 
surfaces between the top and bottoms of concrete lifts. The locations and 
directions of joints in absorptive form lining shall be as directed or 
approved by the contracting officer. For cutting and trimming the 
absorptive lining, the contractor shall use tools which are well adapted 
for this work and are maintained in such condition that smoothe edges will 
be produced. The joints between the sheets of absorptive form lining 
shall be fitted smoothly and accurately, and patching of the sheets of 
absorptive form lining will not be permitted. At joints the edges of 
the form lining shall be in contact but shall not be pressed tightly 
together. Absorptive form lining shall be attached to the forms with only 
a sufficient number of nails or other means to hold the lining snugly in 
contact with the surface of the forms, and free from bulges and other im- 
perfections that might cause uneyenness or roughness of the concrete surfaces. 
Nails shall be driven so that the under side of the nailheada will be flush 
with the surface of the absorptive lining, and care shall be taken not to 
make dents in the surface of the lining with hammers or in any other 
manner. After the absorptive lining has been nailed in place, the joints 
shall be rubbed with a smooth tool to make the joints smooth and to press 
down any projecting fibers. In tightening the form anchors where absorptive 
form lining is in contact with the face of a previous lift, sufficient pressure 
shall be applied to compress the lining at the surface of contact so as to 
compensate for the reduction in thickness of the lining not in the surface 
of contact which will be caused by the pressure of the freshly placed con- 
crete. Insofar as practicable, the contractor shall avoid splashing 
mortar or concrete on the absorptive lining and shall remove, without damage 
to the lining such coatings as have set or become dry before the concrete 
is placed against the lining. Absorptive form lining of fibrous materials 
shall be used only once and after being used shall be removed from the site 
Of the work or disposed of as approved by the contracting officer. Forms 
lined with absorptive lining shall, in general, be removed or loosened 
early enough to avoid difficulty from sticking; except, the f orm shall 
be allowed to remain in place for a sufficient length of time to provide 
adequate support for the concrete, as determined by the contracting 
officer. Fibers from the lining which adhere to the concrete when the 
forms are removed, shall be removed without damage to the concrete, by 
brushing or. other suitable means, as approved by the contracting officer. 
At all times subsequent to delivery of the absorptive form lining and 
prior to the placing of concrete against the lining, the contractor shall 
take all precautions necessary to protect thei lining from becoming 

6-11 



damp or wet to such an extent as to damage the material or to reduce its 
effectiveness as an absorptive medium. Particular care shall be exercised 
to protect absorptive form lining during clean-up operations, and 
temporary protection of such lining will be required. The use of absorptive 
form lining which has become wet or which contains visible external defects 
such as holes, ragged or untrue edges, breaks, cracks, tears, protuberances 
or indentations, will not be permitted. 

6-14. PLACING STEEL REINFORCEMENT. - 

(a) General, - All reinforcing steel will be furnished to the 
contractor by the Government with freight paid to the point of delivery- 
noted in paragraph 1-10. The contractor shall unload, transport and place 
all steel reinforcement, including rods, fabric and structural shapes as 
indicated on the drawings or otherwise required. The contract unit price 
for "Steel Erection; Concrete Reinforcing, n shall include unloading, 
hauling to site, cleaning, proper storage and straightening, if necessary. 
All reinforcement shall be, when surrounding concrete is placed, entirely 
free from rust, scale, grease or other coating which might destroy or re- 
duce its bond with the concrete. All placing shall be in accordance with 
drawings furnished or approved by the contracting officer. 

(b) Cutting and Bending. - Steel reinforcement will be cut and 
bent to the required length and shapes at the mill. Miscellaneous bending 
that may required at the site shall be in accordance with standard ap- 
proved practice and by approved machine methods. Bar lists and bending 
schedules will be furnished by the Government. 

(c) Quality. - The steel reinforcing will conform to the 
requirements of paragraph 7-°7» 

(d) Minimum Spacing of Rods. - The spacing of rods shall be 
as indicated on detail drawings to be furnished by the Government later. 
The clear distance between parallel rods shall not be less than l£ times 
the diameter of round rods, or twice the side dimensions of square rods, 
but in no case shall the clear spacing between the bars be less than 

l£ times the maximum size of the coarse aggregate used in the concrete, 
unless specifically authorized by the contracting officer. 

(e) Relation of Rods to Concrete Surfaces. - Except where 
otherwise indicated, reinforcement shall be placed as follows: 

(1) All main reinforcement in massive concrete sections 
shall be placed not less than 4 inches from any concrete surface, unless 
otherwise specifically indicated or authorized. 

(2) All main reinforcement in walls and slabs of build- 
ings exposed to the weather and in fire-resistant construction, shall 
be placed not less than 1 inch from the surface in walls and slabs, l£ 
inches in floor beams, and 2 inches in girders and columns. In 
interior flat slab construction, the minimum cover may be reduced to 3 A 
inch. For interior work where fire hazard does not exist, the main re- 
inforcement shall be placed not less than 3/4 inch from the surface in 
walls and slabs. 1 inch in floor beams, and li inches in girders and 
columns. 

(3) The covering of stirrups, spacer rods, and similar 
secondary reinforcement may be less than the above dimensions by the 
diameter of such rods. The above dimensions shall be measured from the 
face of the reinforcement to the face of the forms. 

(f) Splicing. - Where splices in reinforcement, in addition 
to those indicated on drawings or directed by the contracting officer, 
are necessary, there shall be sufficient lap to transfer the stress by 

6-12 



bond. Rods shall be lapped not less than 40 diameters and splices shall be 
staggered. The lapped ends of rods shall be separated sufficiently or con- 
nected properly to develop the full strength of the rods. 

Adjacent sheets of fabric reinforcement shall be spliced by lapping not less 
than 6 inches, the lapped ends being securely wired together. The expense 
caused by any laps other than those indicated on the drawings or directed or 
placed by the contracting officer, which are provided for the convenience of 
the contractor, stiall be borne by the contractor. 

(g) Supports . - All reinforcements shallr.be secured in place, true 
to the lines and grades indicated, by use of metal or concrete supports, 
spacers or ties as approved by the contracting officer. Such supports shall 
be of sufficient strength to maintain the reinforcement in place throughout 
the concreting operation, and shall be used in such a manner that they will 
not be exposed on the face of, nor in any way discolor not be noticeable in 
the surface of the finished concrete. The cost of furnishing and placing all 
supports, spacers, ties and/ or other devices required for reinforcement shall 
be included in the contract unit price for "Steel Erection: Concrete Rein- 
forcing." 

(h) Protection for Future Use . - Exposed reinforcement intended 
for bending with future work shall be protected from corrosion by heavy wrap- 
ping of burlap saturated with bituminous material. 

6-15. EMBEDDED ITEMS. 

(a) Before placing concrete, care shall be taken to determine that 
any embedded metal or wood parts are firmly and securely fastened in place as 
indicated. They shall be thoroughly clean and free from coating, rust, paint, 
scale, oil, or any foreign matter. The embedding of wood in concrete shall 
be avoided whenever possible, metal being used instead. If wood is allowed, 
it shall be thoroughly wetted before the concrete is placed. Any air or water 
lines or other xoaterials embedded in the structure as construction expedients 
shall conform to the above requirements and upon completion of their use shall 
be backfilled with concrete or grout as directed by the contracting officer. 
No payment will be made for such items nor for backfill of the items. 

6-16. EXPANSION AND CONTRACTION JOINTS. 

Expansion and contraction joints shall be constructed between con- 
crete monoliths and at such other points with such dimensions as shown on the 
drawings or required by the contracting officer. The method and materials 
used shall be subject to the approval of the contracting officer and the mate- 
rials shall conform to current Federal Specification whereever applicable. 
Unless otherwise indicated on the drawings, or required by the contracting 
officer, expansion and contracting joints shall be made by the use of special 
bituminous cement, Type "B", as specified in paragraph 7-33, and light-weight ' 
roofing weighing 30 pounds per square. The joint shall be .made by troweling 
a coat of bituminous cement on the entire concrete surface to be covered by 
roofing over a width of 18 inches adjacent to top surfaces and vertical sur- 
faces, and such filler shall then be thoroughly covered with a trowel coat of 
bituminous cement. In no case shall corner protection angle or other fixed 
metal embedded in the surface of the concrete and bonded, be continuous 
through an expansion joint. 

6-13 



6-17. SEAL STRIPS. 

(a) 16 gauge corrugated iron seal strips shall be provided across 
all monolith joints near the canal face of both guard gate walls between 
approximate Station 300A and 200B; see typical detail on Sheet No. 12 of the 
drawings. These strips shall extend practically vertically from the founda- 
tion to a point two feet below the top of the walls. In addition, all cul- 
verts and galleries shall be, completely encircled with seal strips where they 
cross monolith joints between the Stations noted above. All seal strips shall 
be continuous, the end of adjoining sheets being lapped and welded for water- 
tightness. The entire surface of seal strips shall be covered with bituminous 
paint approved by the contracting officer prior to their embeddment in con- 
crete. The corrugated iron sheets for seal strips shall conform to par. 7-09. 

(b) Seal strips shall be paid for at the contract price per pound 
for •Corrugated Sheet Iron;" furnished and installed as specified. No sepa- 
rate payment will be made for painting. 

(c) If supply conditions at the time of the construction permit 
the use of copper seal strips, the contracting officer may direct that they be 
substituted for the corrugated irion strips. In such event the contractor 
shall furnish and install the copper strips and the contract price will be 
adjusted for any difference in cost in accordance with Article 3 of the con- 
tract. Copper strips, if used, shall conform to par. 7-22. 

6-18. MEASUREMENT AND PAYMENT. 

(a) Concrete, General . - Measurement of concrete will be made on 
the basis of the actual volume of concrete within the neat lines of the struc- 
tures as indicated on the drawings or otherwise required. Measurement of 
concrete placed against the sides of the excavation without the use of inter- 
vening forms will be made only within the neat lines of the structure. No 
deductions will be made for rounded or beveled edges or space occupied by 
metal work, electrical conduits, timber, nor for voids which are either less 
than five (5) cubic feet in volume or one (1) square foot in cross section. 
Payment for concrete will be made at the applicable contract prices per cubic 
yard for "Concrete; Class "A"; "Concrete; Class "B"; respectively, which 
prices shall include the use of all equipment, tools, material, false-work, 
forms and form lining, bracing, bolts, rods, metal ties, dowel, joint filler, 
canvas, mortar, labor, special provisions for hot and cold weather placing 
and curing, and all other items required to complete the concrete work except 
for materials to be furnished by the Government, (see Par. 1*10) and embedded 
items for which separate payment is provided. 

(b) Additional Concrete .- Any other concrete to be placed and not 
specifically covered above will be paid for at the contract unit price for the 
concrete specified above which is most applicable to the additional concrete 
placed as determined by the contracting officer. The decisions of the con- 
tracting officer regarding the classification of such additional concrete will 
be final. No payment will be made for any additional material which may be 
authorized by the contracting officer at the request of and primarily for the 
benefit of the contrator, which is not found necessary as required and direct- 
ed by the contracting officer under the provisions of these requirements. 

(c) Measurement and Payment for Steel Reinforcement. - Steel rein- 
forcement furnished by the Government will be paid for at the contract unit 
price per pound for "Steel Erection; Concrete Reinforcing." 

6-14 



The weights for payment shall be based on the amount actually placed in 
accordance with the dimensions and details on the « bar schedules furnished 
by the Government or placed as directed by the contracting officer. Unit 
weights used in determining .computed weights will be ae follow: 

Size of Bars, Inches Weight, Bounds per Foot 

3/8 round O.376 

1/2 round 0.668 

1/2 square 0.850 

5/8 round 1.043 

3/4 round I.502 

7/8 round 2.044 

1 round 2.670 

1 square 3»4°0 

1-1/8 square 4*303 

1-1/4 square 5-313 



6-15 



Specifications: Long Sault Guard Gate - Long Sault Canal 

SECTION VII 

METALS AND MISCELLANEOUS MATERIALS 

7-01. GENERAL. 

(a) Materials * - All materials shall be of new unused stock, free 
from defects. Substitution of size of sections and materials from that shown 
on the drawings or required in the specifications shall not be made except on 
written approval of the contracting officer and provided that the cost to the 
Government shall not be increased thereby. 

Materials indicated on the drawings or required in the work 
and not covered elsewhere in these specifications by detailed requirements, 
shall conform to the requirements of this section. 

The detailed specifications herein might contain certain mate- 
rials not required in the completed work, in which case the specifications 
therefor will not be applicable to the required work. Any materials required 
which are not covered by detailed specifications herein or elsewhere in the 
specifications shall conform to the applicable Federal Specifications grade 
and/ or class as required or, in case where there are no applicable Federal 
Specifications, to applicable specifications of the American Society for test- 
ing Materials (A-S.T.M.) In all other cases not specifically covered in these 
specifications the contractor shall furnish the highest grade commercial mate- 
rial or product; 

(b) Inspection, Acceptance and Rejection or Materials.- All mate- 
rials shall be subject at all times to inspection by the contracting officer 
who will select such samples in such quantities as he may deem necessary and 
subject the same to such tests as may be necessary to determine their quali- 
ties as herein specified, and he will accept or reject materials in accordance 
with the results of such tests. Tests may be repeated upon arrival of the va- 
rious shipments at the site of the work as may be necessary to insure the ac- 
ceptance of only such materials as will comply with the provisions of the 
plans and specifications. 

(c) Test Specimens . - Special test specimens shall be furnished by 
the contractor on request; and shall be of such shape and number as designated; 
and shall in general conform to Federal Specifications or the specifications of 
the American Society for Testing Materials as to shape, size, and method of 
testing. 

(d) Mill test reports . - Mill test reports certified to by qualified 
technicians shall be furnished when required for all material entering into 
this work and will, in general, be the basis of acceptance or rejection of the 
materials. The contracting officer may however, require of the contractor spe- 
cial chemical or physical test on any part of the material if in his opinion 
the conditions justify such a check. 

7_02. FEDERAL SPECIFICATIONS. - Copies of Federal Specifications referred 
to herein may be procured from the Superintendent of Documents, Government 
Printing Office, Washington, D. C , at a price of five or ten cents each. When 
the term: "Federal Specifications" or "A.S.T.M. Specifications" is cited, the 
reference shall be construed to mean the specifications as modified by any 
amendments promulgated before the date of opening bids for the contract. The 
number and designation of the Federal Specifications or A.S.T.M. Specifications 
for various materials to be furnished under this contract are as hereinafter 
enumerated. 

7-1 



7-03. CAST IRON SAFETY TREAD. - Cast iron safety tread shall conform 
in all respects to Federal Specification RR-T-661, for "Treads; Safety, Me- 
tallic - , Type "B" and Class "6". Safety tread shall have a minimum thickness 
as of 5/16 inch, and shall be of the lengths and widths shown on the drawings. 
Safety tread shall have a diamond pattern and shall have a nosing of not less 
than l/4 inch. Treads shall be set flush with the surface and shall be firmly 
anchored. 

7-04. STRUCTURAL STEEL. _ Unless otherwise specified, all steel for ge- 
neral purposes shall conform to Federal Specification QQ-S-711a for "Steel, 
Structural; (for) Bridges", Class "A", except that the chemical properties 
shall be so controlled as to permit it to be easily welded by the arc-welding 
process. 

7-05. PHOSPHORUS-CHROMIUM STEEL, (a) Chromium Steel shall conform to 
Federal Specification QQ-S-751(a) for "Steel, Structural (Including Steel for 
Cold-Flanging) and Steel, Rivet; (for Ships other than Naval Vessels", with 
the following exceptions: 

Chemical Properties Percent 

Carbon .10 maximum 

Manganese .10 to .50 

Phosphorous ,10 to .20 

Sulphur .05 maximum 

Silicon .50 to 1.00 

Copper .30 to .50 

Chromium .85 to 1.50 

Physical Properties Lbs, per Sq. In . 

Tensile Strength 70,000 Minimum 

Yield Point 50,000 Minimum 

When annealing is required, each of the above tensile properties may be re- 
duced 5,000 lbs. per sq. in. 

Spot or Surface Conditioning will be permitted where it does 
not affect the strength or usefulness of the piece. For plate, sheet, strip, 
and bar shapes the maximum depth of grinding shall not exceed 7 percent of the 
thickness. For wide flange shapes and structural shapes weighing more than 
50 pounds per foot, such conditioning shall conform to Federal Specification 
QQ-S-711, Amendment 1. 

(b) Other special steels conforming to the requirements for phos- 
phorus-chromium steel except as to chemical composition will be accepted in 
lieu of phosphorus-chromium steel provided they afford strength, ductility and 
corrosion resistance equal to that of the steel contemplated in the aforemen- 
tioned specification, as determined by the contracting officer. Any of the 
following commercial steels meeting these specifications will be acceptable: 

"Cor-Ten* - manufactured 7 by the Carnegie -Illinois Steel Co. 

"Yoloy" - manufactured by the Youngstown Sheet and Tube Co. 

"Mayari-R" - manufactured by the Bethlehem Steel Co. 

M H.T«-50" - manufactured by the American Rolling Mills Co. 

7-06. NICKEL STEEL. _ Nickel Steel for structural purposes shall conform 
to A.S.T.M. Specification A8-39 for "Structural Nickel Steel." 



7-2 



7-07. CONCRETE REINFORCING STEEL. - 

(a) Reinforcing steel to be furnished by the government will con- 
form to Federal Specification QQ-B-71a, for "Bars; Reinforcement, " (for) Con- 
crete," Type "B" (Deformed). Straight bars will be Grade 2 (Intermediate 
Billet Steel), Grade 3 (Intermediate Car Axle Steel) Grade 4 (Hard Billet 
Steel) or Grade 5 (Hard Rail Steel). All bent bars will be of Grade 2 (Inter- 
mediate Billet Steel) or Grade 3 (Intermediate Car Axle Steel.) The steel 
will be properly identified as to grade. 

(b) Fabric reinforcement for concrete will be woven or electrically 
welded wire fabric of the type, weight and size shown on the drawings. The 
wire for fabric and for concrete pile reinforcing will conform to A.S.T.M. 
Specification A82-34 for "Cold-Drawn Steel Wire for Concrete Reinforcement." 

7-08. SHEET METAL. - sheet metal shall conform to Federal Specification 
QQ-1-696 for "Iron and Steel; Sheet, Black and Zinc Coated (Galvanizes) * of 
the type and class as specified or required. When so specified, sheet shall 
also conform to definite chemical requirements. 

7-09. CORRUGATED IRON. _ sheets shall conform to Federal Specifications 
QQ-I-696, type 1 except zinc-coating eliminated. 

7-10. CORROSION-RESISTING STEEL. - 

(a) Rods, Bars, and Forgings *. Rods, bars, anJ forgings shall con- 
form to Federal Specification QQ-S-763 for "Steel, Corrosion-Resisting; Bars 
and Forgings," unless otherwise specified, indicated or required, and all 
parts shall be subjected to thermal treatment to produce the maximum practi- 
cable resistance to corrosion. Thermal treatment shall avoid the sensitive 
temperature range between 900 degrees and 1,100 degrees Fahrenheit. All items 
to be subject to welding shall be delivered in the hot-rolled, pickled and 
annealed state. 

(b) Plates, Sheets and Structural Shapes . - Plates, sheets, and 
structural shapes shall conform to U. S. Navy Department Specification 47-S-20a 
for "Steel, Corrosion-Resisting; Plates, Sheets, Strips, and Structural 
Shapes", Grade 3, unless otherwise specified, indicated, or required. All 
items to be subject to welding shall be delivered in the hot-rolled, pickled 
and annealed state. 

* 

7-11. STEEL FOR SPRINGS. - steel for springs shall conform to A.S.T.M. 
Specification A 68-39 for "Carbon Steel Bars for Springs with Special Silicon 
Requirements •• 

7-12. COLD-ROLLED STEEL. - Cold-rolled steel shall conform to A.S.T.M. 
Specification A 1-8-36 for "Commercial Cold-Finished Bar Steels and Cold- 
Finished Shafting", "Open Hearth" grade, except that untimate tensile strength 
shall be not less than 65,000 pounds per square inch. Rods, pins, keys and 
similar parts shall be of this material unless otherwise specified. Keys, un- 
less otherwise specified, may be of A.A.E. Steel No. 1120 

7-13. MACHINE STEEL. - Machine Steel shall conform to A.S.T.M. Specifica- 
tion A 107-40 for "Commercial Quality Hot -Rolled Bar Steels", "Open Hearth, 
grade 0.15 to 0.20 carbon; or 0.20 to 0.25 carbon". 



7-3 



7-14. BOLT STEEL. - Bolt steel shall conform to Federal Specification 
FF-B-571a and Amendment No. 1, dated April 1935 for "Bolts; Nuts; Studs; and 
tap Rivets (and Material for Same)". Class "B" steel, unless otherwise spe- 
cified or required. 

7-15. STEEL FLOOR GRATING AND FASTENERS. - steel floor grating and 
fasteners shall conform in all respects to Federal Specification RR-G-661a 
for "Gratings, Steel, Floor (Except for Naval Vessels)," and shall be made 
of the material and class as specified or required. 

7-16. STEEL RAIL TRACK AND FITTINGS shall conforn to the requirements 
of the current standard specifications of the American Railway Engineering 
Association. Rails shall be of the weight per yard as specified or required, 
and as shown on the drawings. 

7-17. STRETCHER-LEVELED STEEL. - Stretcher-leveled steel sheets shall 
be of commercial low carbon structural steel conforming to the requirements 
of paragraph 7-04 and shall be cold-rolled and stretcher-leveled to a regu- 
lar flat surface and full pickled to a smooth finish, or otherwise prepared 
in approved manner to produce similar results. The sheets shall be of the 
thickness or gage specified. 

7-18. STEEL FORGINGS. 

(a) Forged steel, unless otherwise specified, shall conform to 
A.S.T.M. Specification A 18-30 for "Carbon Steel and Alloy Steel Forgings", 
Class "C", except that shafts of this material not otherwise specified shall 
be of S«A.E. No. 1045 hot rolled, open-hearth steel forging bars. 

(b) Forged Nickel Steel shall conform to the above A.S.T.M. Speci- 
fication for Class "I", S.A.E. Steel No. 2340 with heat treatment VII, may be 
furnished for this class of forging. When authorized shafting may be hot 
rolled. 

7-19. STEEL CASTINGS. 

(a) Cast steel shall conform to Federal Specification QQ-S-681 for 
"Steel; Castings", Grades 1,2, or 3 as required. 

(b) Cast Nickel Steel shall conform to A.S.T.M. Specification 
A8-39 for "Structural Nickel Steel* in chemical composition and shall have a 
tensile strength not less than 85,000 pounds per square inch. Each casting 
shall be annealed. 

7-20. IRON CASTINGS. 

(a) Cast Iron . - Cast iron, unless otherwise specified, shall con- 
form to Federal Specification QQ-I-652 for "Iron, Gray; Castings", of class 
as required. 

(b) Cast Malleable Iron . Cast Malleable Iron shall conform to 
Federal Specification QQ-I-666 and Amendment 1, dated November 1934, for 
•Iron, Malleable; Castings", Black (Ungalvanized Type "A", and Zinc Coated 
(Galvanized) Type "B". 



7-4 



7-21. BRONZE. 

(a) Phosphor Bronze . - Phosphor Bronze, unless otherwise specified, 
shall conform to Federal Specification QQ-B-746 and Amendment 1 dated November 
1936, for •Bronze, Phosphor; Bars, Plates, Rods, Shapes, Sheets, and Strips", 
Grade "A" of type and temper as specified or required. Metal for springs shall 
conform to Federal Specification QQ-W-401 for "Wire; Phosphor-Bronze, Spring". 

(b) . Bronze Castings . Bronze castings shall conform to Federal Spe- 
cification QQ-B-691a for "Bronze; Castings". Type I "Composition 2", unless 
otherwise specified or required. 

7-22. COPPER 

(a) Plate and Sheets . Copper plate and sheets shall conform to 
Federal Specification QQ-C-501 and Amendment 1 dated November 1936 for Copper; 
Bars, Plates, Rods, Shapes, Sheets, and Strips". 

(b) Piping . - Copper piping shall conform in all respects to Fede- 
ral Specification WW -T-799 and Errata -2, dated April 1934, for "Tubing; Cop- 
per, Seamless (For Use with Soldered or Flared-Fitt ings) ", Type "K" or "L" as 
specified or required. Fittings for copper piping shall be die cast brass or 
copper fittings with capillary channel and feed holes for solder for sweating 
in place and shall bear the name of the manufacturer stamped thereon. 

7-23. BRASS. 

(a) Sheets and Rolled or Drawn Shapes . - Sheets and rolled or drawn 
shapes shall conform to Federal Specification QQ-B-611a for "Brass, Commer- 
cial; Bars, Plates, Rods, Shapes, Sheets and Strips", Composition "C" of type 
and temper as specified or required. Metal for screws and bolts shall be com- 
position "D", half hard. 

(b) Castings . - Castings shall conform to Federal Specification 
QQ-B-621 and Errata 1 dated February 1934 for "Brass, Commercial and Naval; 
Castings", Composition "B* (Commercial brass castings). 

(c) Pipe . - pipe shall conform to Federal Specification WW-P-351 
and Errata 1 dated October 1930 for "Pipe; Brass, Seamless, Iron-Pipe Size, 
Standard and Extra -Strong", Grade "A". 

(d", Pipe Fittings . - Pipe fittings shall conform to Federal Spe- 
cification WW-P-448 for "Pipe-fittings; Brass or Bronze (Threaded), 125-pound", 
or to Federal Specification WW-P-461 for "Pipe-Fittings; Bronze (Threaded), 
250 pound - , as specified or required. 

7-24. SOLDER. 

(a) Solder shall conform to Federal Specification QQ-S-571 for 
"Solder; Tin-Lead*, Grade "A" or "C" as specified or otherwise required. 

(b) Solder for Brazing shall conform to Federal Specification 
QQ-S-551 for "Solder; Brazing", of composition as specified or otherwise 
directed. 

(c) Silver Solder shall conform to Federal Specification QQ-S-5Slb 
and Amendment 1 dated June 1938 for "Solder; Silver", Grade as required. 

7-25. BABBITT METAL. - Babbitt metal shall conform to Federal Speci- 
fication QQ-M-161 for "Metal, Antifriction; Castings and Ingtos", Grade 3, 
unless otherwise specified or required. 



7-5 



7-26. ZINC. - zinc shall conform to Federal Specification QQ-Z-351 for 
•Zinc; Slab (Spolter)", Grade "D". 

7-27. LEAD. _ Lead shall conform to Federal Specification QQ-L-171 for 
"Lead; Pig", Grade "A". 

7-28. RUBBER FILLER FOR CONCRETE EXPANSION JOINTS. 

(a) Cold Poured compound shall consist of a mixture of an aqeous 
dispersion of rubber, having a solid content of not less than 50 nor more than 
70 percent, mixed with an inert material having a high surface area and which 
will not disintegrate through weathering. It shall be readily poured into the 
prescribed joints, shall set sufficiently within one hour to prevent infiltra- 
tion of moisture or other foreign substances, and shall properly solidify or 
set within 24 hours after mixing to completely seal the joint and adhere to 
its concrete or steel surfaces. When kept at 70 degrees F. the joint shall be 
capable of being compressed at a rate of l/lO inch per minute to 50 percent of 
its unstressed thickness and then elongated to a thickness 50 percent greater 
than its unstressed thickness for 3 cycles without showing any break or crack 
in the bond between the joint material and the concrete or in the joint mate- 
rial itself. Bond at 70 degrees F. shall not be affected by subjecting the 
joint to a temperature of 150 degrees F. for 96 continuous hours and then 
cooling to 70 degrees F., nor by freezing the water-saturated joint for 24 
hours at a temperature of 70 degrees F. The material shall be similar and 
equal to •Joint Lok* as manufactured by Rubber Associates, Inc., New York City. 

(b) Hot Poured 
Compound shall be a thermoplastic rubbery, resilient, adhesive 

material, suitable for being readily poured into the joint at a temperature of 
400-450 degrees F. , and of a quick-setting type. The material shall remain 
homogeneous after prolonged heating at temperatures not lower than 450 degrees 
F. f with no material _ change in character or viscosity. When poured, it shall 
solidify within 1 hour, shall adhere tightly to concrete, steel and bituminous 
surfaces, shall remain adhesive and resilient after prolonged exposure to 
freezing temperatures and to weathering, and shall be unaffected by dilute or 
concentrated solutions of calcium chloride. It shall have a softening point 
(Ring and Ball A.A.S.H.0. T-53) of not less than 80 degrees C. nor more than 
95 degrees C« The material shall be similar and equal to "Thermoplastic " as 
obtainable from Dispersion Provesses, Inc., Naugatuck, Connecticut, or Rubber 
Associates, Inc., New York City, or "Seals" as manufactured by Solvents and 
Plastics Co., Louisville, Ky. 

7-29. LIME. - Lime shall conform in all respects to Federal Specifica- 
tion SS-L-351, for "Lime; Hydrated (for) Structural Purposes", Type "M" or "F" 
as specified or required, 

7-30. PUTTY. _ Putty for glazing shall conform in all respects to Fede- 
ral Specification TT-P-791a, "Putty; Pure-Linseed-Oil, (for) Wood Sash-Glazing", 
or TT-P-781 "Putty and Elastic Compound; for Metal Sash-Glazing". 

7-31. PLASTIC CORK. 

(a) General . - Plastic cork filler or insulation shall consist of 
granulated cork, asbestos fiber, and bituminous binder, thoroughly mixed, and 
thinned with high volatile naptha to a suitable consistency for application to 



7-6 






concrete, metal, wood and expanded metal lath, and shall have an adhesive 
value not less than its internal strength of cohesion when thoroughly set 
and dry, 

(b) As taken from the container, the material shall be homogenous 
and show no separation of ingredients that cannot be readily overcome by stir- 
ring. The cork content shall be not less than 67 percent by volume and the 
whole shall pass a No. 6 mesh sieve. The volatile material shall not exceed 
55 percent by weight. Not more than 30 percent by weight shall be insoluble 
in carbon bisulphide, and such insolubles shall be wholly cork and asbestos 
fiber. After evaporation of the solvent, the soluble matter shall have a 
softening point at not lower than 165 degrees F. , and shall show a penetration 
of from 8 to 20 at 77 degrees F. when tested in accordance with A.S«T.M. 
Specification D-5-25 for "Penetration of Bituminous Materials". 

7-32. PREFORMED JOINT FILLER. Preformed joint filler shall be cork con- 
forming to Federal Specification HH-F-341 for "Filler, Expansion-Joint t Pre- 
formed; Nox-Extruding and Resilient-Types (For Concrete)." Type II self- 
expanding cork, 1 inch thick. 

7-33. SPECIAL BITUMINOUS CEMENT. 

(a) Type »A "« - Type "A" shall be an internal set-up cement of 
asphaltic base, composed of a liquid asphalt ic fluxing agent with an admixture 
of powdered asphalt, asbestos fiber and other suitable inogranic fillers. 
When mixed in the proper proportions, the cement shall be suitable for pro- 
per trowel application, and shall harden to a consistency as specified in sub- 
paragraph (3) below: 

(1) The material shall be supplied in containers of proper 
relative size to apportion batches with the desired troweling consistency. 

The liquid asphaltic fluxing agent shall be a smooth uniform mixture, not thick- 
end or livered, and showing no separation which cannot be easily overcome by 
stirring. The powdered cement shall be a uniform mix containing no matted 
lumps of fibre. 

(2) When mixed in the proportions recommended by the manufac- 
turer, the cement shall yield no less than 80 percent of nonvolatile matter 
when 10 grams are heated in an oven at 105 to 110 degrees Centigrade for 24 
hours. 

(3) When tested in accordance with A.S.T.M. Specification 
D-5-24 for "Penetration of Bituminous Materials". The above mixture shall 
have the following characteristics: 

Immediately after mixing, using a 5/8 inch diameter steel ball, 114 grams, 
5 seconds, the mixture shall permit a penetration greater than 300. The same 
specimen, after a lapse of 24 hours at 25 degrees C. under water, shall permit 
a needle penetration, 100 grams, 5 seconds, of not more than 100. The same 
specimen after a lapse of 30 days at 25 degrees C. under water shall permit a 
needle penetration, 100 grams, 5 seconds, of not more than 50. 

(b) Type "B" . - Type "B" bituminous cement shall be an internal set- 
up cement as specified for Type "A" except that, when mixed in the proper pro- 
portions, it shall yield not less than 85 percent of nonvolatile matter when 

10 grams are heated in an oven at 105 to 110 degrees C for 24 hours. 

(c) Type "C". - Type "C" cement shall be an internal set-up cement 
as specified for Type "A", except that it shall have a melting point of between 
120 and 130 degrees F., and shall have a needle penetration at 77 degrees F. , 
of not less than 80. 



7-7 



7-34. STEEL PIPE AND FITTINGS. 

(a) Welded or Seamless Steel Pipe, Black or Galvanized, class and 
coating specified or required, shall be of standard commercial grade and sizes 
in conformity with Federal Specification WW-P-403a for "Pipe; Steel and Fer- 
rous Alley, Wrought, Iron-Pipe Size", except that test will not be required. 
Open ends shall be reamed. The pipe shall be straight, clean, and free from 
scale, rust, oil or other foreign matter. When listed on bills of material, 
random lengths may be furnished. 

(b) Fittings. - Screwed fittings shall be of standard weight, mal- 
leable iron, conforming to Federal Specification WiAf-P-521a for "Pipe Fittings; 
Malleable-Iron (Threaded), 150 Pounds", galvanized, plain screw type. All 
fittings shall be of the same weight or grade as the pipe with which they are 
used. 

7-35. WROUGHT IRON PIPE AND FITTINGS. - Wrought iron pipe and fittings 
shall conform to Federal Specification WW-P-441a for "Pipe; Wrought-Iron t 
Welded, Black and Zinc-Coated", of the class and sizes as indicated or re- 
quired. Open ends shall be reamed. The requirements in the specifications 
for fittings for steel pipe shall apply also to fittings for wrought iron pipe. 

7-36. CAST IRON PIPE AND FITTINGS. 

(a) Cast iron soil pipe shall conform to Federal Specification 
WW-P-401 for "Pipe and Pipe-Fittings; Soil, Cast Iron". When threaded pipe is 
required in lieu of bell and spigot, pipe shall conform to Federal Specifica- 
tion WW-P-356 for "Pipe, Cast-iron: Drainage, Vent, and Waste (Threaded", 
Flanged pipe shall conform to American Standards, class as indicated or 
required. 

(b) Threaded Fittings shall conform to Federal Specification 
WW-P-501a for "Pipt, -Fittings; Cast Iron (Threaded)" of type and class as shown 
or required. 

(c) Flanged Fittings shall conform to American Standards, class as 
indicated or required. 

7-37. EMBEDDED HANGER SUPPORTS. 

(a) Embedded Inserts for pipe supports shall be threaded rods simi- 
lar and equal to the adjustable loop type manufactured by the Grinnel Company, 
of the sizes required. 

(b) Expansion Shields and Sleeves for Pipe Supports shall be for 
threaded rods of the sizes shown on the drawings, and of the type approved by 
the contracting officer. 

7-38. STANDARD BOLTS, SCREWS, AND PINS. 

(a) Bolts, Nuts and Studs shall conform to Federal Specification 
FF-B-571a and Amendment 1, dated April 1935, for "Bolts; Nuts; Studs; and Tap- 
Rivets (and material for same". Unless otherwise specified or required, bolts 
shall be of Type "B-2" and nuts of Class "C" steel, Type "A-2", with Class 3 
medium fit. Zinc or cadmium coated bolts shall be furnished where specified, 
indicated or required. 

(b) Machine and Set Screws shall conform to Federal Specification 
FF-S-91 for "screws, Machine? (including Screws, Set)" Class 3 medium fit, 



7-8 



unless otherwise specified. Machine screws shall be of the type and material 
required. Set screws less than 3/8 inch in diameter shall be Type "D", and 
those 3/8 inch in diameter and over shall be of Type "G" unless otherwise 
specified or required. Pour wrenches shall be> furnished for each size of 
bolts and machine, screws. 

(c) Split Cotter Pins shall conform to Federal Specification 
FF-P-368 for "Pins; Cotter, Split" of the type as required. 

7-39. LOCK WASHERS. - Lock washers shall be of the "Kantlink" type and 
shall conform to the S.A.E. standard dimensions and requirements, for lock 
washers of regular section. Material shall be either S. A. E. X1055 or 
S. A. E. 1060. 

7-40. STEEL WIRE ROPE. - steel wire rope shall conform to Federal Spe- 
cifications RR-R-571 and Amendment 3, dated August 1939, for "Rope; Wire" of 
sizes and types as specified or otherwise required. 

7-41. CHAINS AND ATTACHMENTS. _ chains and attachments shall conform 
to Federal Specification RR-C-271 and Amendment 2 dated November 1934, for 
"Chain and Attachments; Standard, Miscellaneous". Chains shall be Type "A", 
Grade "II", and as otherwise specified. 

7-42. FLOOR PLATING. - Floor Plating indicated on the drawings shall be 
of carbon steel of the thickness specified or required, with a raised pattern 
on one side which will provide a non-skid surface in any direction. The re- 
verse side of the plates shall be smooth. The specified thickness of the 
plate shall be exclusive of the raised pattern, which shall project not less 
than 5/64-inch and shall have a top free from sharp corners. They shall be 
closely spaced so that the foot will always be in contact with several of the 
raised portions. 

7-43. TILES FOR GAGES. - Tile for Gages shall be 5 inch by 11-7/8 inch 
by 3-3/4 inch vitrified fire clay, ceramic glazed load bearing tile. Varia- 
tion in face dimensions shall be not greater than 1/16 inch in length and 
1/32 inch in width. 

Tile units shall be glossy white glazed on the face with corrugated 
sides and 'back. They shall produce a clear ringing sound when tapped with a 
metal hammer, and shall be free from chipping, spalls, blisters, and hair 
cracks. Numbers and graduations in glossy black as required shall be accu- 
rately and permanently fused into the glazed face of the respective units. 

7-44. BACK WATER TRAP DRAINS. - Back Water trap drains shall be of the 
flapper valve type, of the sizes specified or required. The drains shall 
have a heavy cast iron body and be supplied with a heavy cast iron strainer. 
The back water valves shall be of brass. The flapper shall seat in an in- 
clined position and the valve shall be so placed that its opening will be 
always submerged. 

7-45. SPRINGS shall conform to A.S.T.M. Specification A-61-39 for 
Helical Steel Springs for Railways". 

7-46. RUBBER. 

(a) Moulded Rubber Seals shall be of' the sizes and shapes indi- 
cated. They shall be reinforced with not less than 4 plys of 18 ounce per 



7-9 



square yard cotton duck embedded in and following the contour of the finished 
seal near the center of its thickness. The rubber compound shall have the 
following physical properties: 

Tensile Strength 3,000 pounds per sq. in. 

Elongation 500 percent 

Durometer Hardness 60 to 67.5 for exposed surfaces 

(b) Rubberized Fabric Seal shall be of the dimensions specified or 
required, and shall conform to Federal Specification HH-P-156 for "Belting; 
Conveyor (Rubber)", Type "A". 

(c) Rubber Cushions shall be of the dimensions specified or re- 
quired and shall conform to Federal Specification HH-P-156 for "Packing and 
Gaskets; Rubber, Moulded, Sheet, and Strip", Grade "A". 

7-47. GASKETS. 

(a) Fac ing for oil lines shall conform to Federal Specification 
HH-P-46 for "Packing; Asbestos, Sheet, Compressed". 

(b) Copper Asbestos Gaskets shall conform to Federal Specification 
HH-G-101 for "Gaskets; Metallic-Encased", Type "A", double jacketed, 1/8 inch 
thick. 

(c) Low Pressure Gaskets 1/32 to 1/8 inch thick, for air, oil or 
water lines of less than 125 pounds per square inch pressure, shall be simi- 
lar and equal to Type "CC" sheet packing as manufactured by the Crane Company. 

7-48. FELT - Felt shall conform to the requirements of the S.A.E. Stand- 
ard Felt Specifications; for the oil retainer washers, S.A.E. No. F6 "Extra 
Firm Pad* 100 percent wool fiber; and for the oil gaskets, S.A.E. No. Fl5 
■Firm Pad" 60 percent wool and 40 percent cotton fiber. 

7-49. PRESSURE LUBRICATION FITTINGS. .. pressure lubrication fittings 
shall be of uniform and standard pattern similar and equal to "Alemite" pin 
type unless otherwise specified, authorized or required. 

7-50. PRESSURE LUBRICANTS. _ Grease for pressure lubrication shall con- 
form to Federal Specification VV-G-681 for "Grease; Lubricating, Mineral", 
■Medium" grade. 

7-51. TILE GAGES. - 

(a) Two tile gages accurately graduated in feet and tenths shall 
be constructed in recesses provided therefor in the masonry walls. Supple- 
mental drawings showing required markings and details of placement will be 
provided later. The tiles shall be soaked in clean water for not less than 
24 hours immediately before placing. They shall be imbedded in white cement 
mortar, with sand content as directed by the contracting officer, completely 
filling the recess and all joints and air cells in the tiles. Horizontal 
joints shall be 1/8 inch and vertical joints 1/16 inch in width. All joints 
shall be neatly pointed with neat white cement mortar. Upon completion the 
entire surface of the gage shall be thoroughly cleaned with a weak solution 
of muriatic acid. 

(b) Payment will be made at the contract price per linear foot for 
"Tile Gage," which price will include the gages constructed, secured in place, 
neatly finished and cleaned. 

7-10 






■ 7-52. PIPE HANDRAILING. - 

(a) All handrail ing shall be of standard steel pipe conforming to 
paragraph 7-34, dimensioned and supported as indicated on the drawings. Fit- 
tings shall be of malleable iron, ball pattern and shall have pinned slip 
joints. 

(b) Payment will be made at the contract price per linear foot for 
"Handrailing; Steel Pipe," measured along the top rail between centers of 
posts at ends of each section. The contract price will include the attaching 
flanges, fittings, pins, and anchor bolts. 

7-53. MEASUREMENT AND PAYMENT. 

(a) All metal work for which payment is not otherwise specifically 
provided will be paid for by the pound as determined by either scale weight 
or computed weight per fabricated piece for the -various metals classified on 
the drawings. All computed weights for payment will be based on the dimen- 
sions indicated on the drawings. The contract prices will cover all neces- 
sary material and work for placing, fabricating and painting the metals and 
for providing any other protective coatings where specified. Payment for all 
bolts, nuts, pins, washers, expansion bolts, drift bolts and spikes three- 
eights inch in diameter and over will be made at the contract price per pound 
for "Forgings; Steel*, unless otherwise specifically provided. Babbitt, lead, 
zinc and other non-ferrous metals for which payment is not otherwise provided 
will be paid for as "Miscellaneous Non-Ferrous Metals". 

(b) The weights of structural steel members and of castings shall 
be calculated according to the American Institute of Steel Construction Code 
of Standard Practice, as revised in January 1934, under the title: "Section 3, 
Invoicing". Sub-title: "(a) Weights", and printed on page 239 of the A.I.S.C. 
Manual "Steel Construction", edition of January 1934, except that the allow- 
ance for over-run of castings shall be five percent (5%), and except that no 
weight allowance will be made for painting but the cost of painting shall be 
included in the contract unit prices unless otherwise specified. 

(c) The weights of all other parts shall be calculated from the net 
dimensions shown on the approved shop drawings, but without deductions for 
key-seats, bolt-holes, cotter-pin holes, oil grooves or similar minor cuts; 
such parts are those made of nickel steel, chrome-nickel steel, cold rolled 
steel, bronze, or other metals, including forgings, shafts, bushings, wheels, 
pins, axles, and miscellaneous machined parts. No weight allowance for paint- 
ing of the parts described in this subparagraph will be made and the cost of 
painting such parts shall be included in the contract unit prices. 

(d) Unit weights for metal work classified and paid for by weight 
as specified in this paragraph shall be as follows: 

Nickel Steel 

Chrome nickel steel 

Iron Castings 

Bronze, brass and copper 

Babbitt metal 

Lead 

All other metals 



7-11 



.285 


lbs. 


per 


CU. 


in 


.285 


lbs. 


H 


tt 


n 


.260 


H 


It 


it 


n 


.311 


II 


II 


it 


n 


.270 


It 


II 


H 


It 


.409 


It 


n 


II 


n 


.283 


II 


n 


II 


it 



(e) All other materials for which payment is not specifically 
provided elsewhere will be paid for on the basis of the respective unit 
measures, as listed in the schedules at the contract unit prices, 

(f) The contractor shall submit to the contracting officer cal- 
culated bills of materials in quadruplicate, showing in detail the material 
actually incorporated in the finished apparatus. These bills of material 
shall be prepared from the final shop drawings, and shall be figured accord- 
ing to the procedure described above. 

(g) Partial Payment * Unless otherwise specified, estimates will 
be given for 60 percent of the contract prices for all metal work delivered 
and accepted at the site of the work, for which payment is on a pound price 
basis, provided such material be stored and protected from deterioration in 
a manner satisfactory to the contracting officer. The remaining 40 percent 
will be estimated when the material is incorporated in the work and accepted. 
If any material so stored and partly paid for, be not kept protected in a 
manner satisfactory to the contracting officer, no further partial payments 
on metal work as provided for in this paragraph will be made and the material 
will be kept protected by the contracting officer at the expense of the 
contractor. 



7-12 



Specifications: Long Sault Guard Gate - Long Sault Canal 

SECTION VIII - METALWORK FABRICATION, ASSEMBLY, TESTS, TRIALS 
MISCELLANEOUS PROVISIONS, AND MEASUREMENT 

8-01, GENERAL WORKMANSHIP. - Before laying out or working in any way ma- 
terial shall be thoroughly straightened by methods that will not result in 
injury. Finished members shall be free from kinks, bends, or winds. Shearing 
shall be neatly and accurately done, and all portions of the work neatly fin- 
ished. Re-entrant cuts shall be made in the best possible manner; where they 
cannot be made by shearing, a rectangular punch may be used. Corners shall be 
square and true. Where approved by the contracting officer, flame cutting may 
be used instead of shearing or sawing. All places where flame cutting is pro- 
posed shall ba definitely shown on all shop drawings submitted for the approv- 
al of the contracting officer. All bends, except for minor details, shall be 
made to cast iron dies. Where heating is required, precautions shall be taken 
to avoid overheating the metal and it shall be allowed to cool slowly. Bab- 
bitting shall be done in accordance with the best modern standard practive. 
All bolts, nuts, and screws shall be tight. All steel floor plate and steel 
floor grating shall be installed flush with adjacent curb surfaces. 

8-02. RIVETING. 

(a) Rivet holes , unless otherwise specified or authorized, shall be 
sub-punched or drilled at least 1/8 inch smaller than the nominal size of the 
rivet. Holes shall be reamed to a diameter not more than l/l6 inch greater 
than the nominal diameter of the rivet. Holes for field rivets shall be 
reamed after the work has been erected and bolted together in the field, but 
may be reamed in the shop if the entire work is assembled. All reamed holes 
shall be perfectly smooth, showing that the reamers have touched the entire 
circumference. The outside burrs on reamed holes shall be removed to the ex- 
tent of making a l/l6 inch fillet. Where reaming is not required, the dia- 
meter of the punch shall be not more than 1/16 inch greater than the diameter 
of the rivet; nor shall the diameter of the die be more than 1/8 inch greater 
than the diameter of the punch. Poor matching of holes will be cause for re- 
jection. Punching shall be accurately done. Drifting to enlarge unfair holes 
will not be allowed. For slight mismatching, reaming to a larger diameter for 
the next standard size of rivet may be allowed. Countersinking shall be neatly 
done. 

(b) Rivets . - The size of rivets specified or required indicates the 
actual size of the cold rivets before heating. Rivets shall be hot driven with 
pressure tools wherever possible. Hand driving may be resorted to only in such 
places as are inaccessible to pneumatic tools. Rivets shall be free from slag 
and adhesive materials, and have heads of approved shape, full size, and con- 
centric with shank, When driven, rivets shall completely fill the holes and be 
neat and finished. Recupping or calking shall not be done. Loose, burned, or 
otherwise defective rivets shall be cut out and replaced. In cutting out 
rivets, care shall be exercised to avoid injury to the adjacent metal. If ne- 
cessary, they shall be drilled out. Unless otherwise specified or authorized, 
all countersunk rivets shall be chipped or ground flush. Rivets shall be uni- 
formly heated to a light cherry red heat in a gas, oil, or electric furnace so 
constructed that it can be adjusted to the proper temperature, except that 
coal or coke of approved quality may be used for heating field rivets. 

8-03. SPECIAL BOLTS. _ Special bolts shall conform to Federal Specifica- 
tion FF-B-571a, for "Bolts; Nuts; Studs; and Tap Rivets (and material for 
same)" with dimensions and fits as specified below for the respective 

8-1 



applications. Bolt diameters specified are those for standard nuts; where 
special wrenches are required at least 2 of each size shall be furnished. 

(1) Bolts for Machinery connections. Bolts and nuts for 
electrical machinery shall have class 2 free fit. Where operating machinery 
connections are made with spot faced and reamed holes, turned bolts shall 

be supplied, finished all over, with type "B-3" heads and type "A-3" nuts 
with class 3 medium fit. The body diameter shall be l/l6 inch larger than 
the threaded portion, and the unthreaded portion shall be l/l6 inch to 1/8 
inch shorter than the thickness of the connected members. The bolts shall 
be fitted into holes reamed to provide 0.010 inch clearance. 

(2) Turned Bolts for Structural Connections shall be finished 
all over, with type ,( B-3 n heads and type "A-3" nuts. The body diameter shall 
be 1/16 inch larger than the nominal size for a rivet connection and at least 
1/16 inch larger than the diameter of the threaded portion. The unthreaded 
portion shall be l/l6 inch to 1/8 inch longer than the thickness of the 
connected members. Bolt holes shall be reamed normal to the member during 
assembly to provide a drive fit for the bolts. 

8-04. WASHERS. - Washers of not less than 1/8 inch thickness shall 
be used under all nuts except where holes are spot faced and unless other- 
wise specified, or required.. Cut washers shall be of structural steel 

and Ogee washers of cast iron. 

8-05. WELDING. 

(a) General . 

(1) Unless otherwise authorized, all welding shall be by the 
shielded electric arc welding process and shall conform to the provisions 
of the current specifications of the American Welding Society applicable to 
the work to be done, as determined by the contracting officer, and as 
further specified below. Welding operators shall be qualified, at the ex- 
pense of the contractor, as required by the specifications of either the 
American Welding Society, the U.S. Navy Department Bureau of Construction 
and Repair, or the U.S. Bureau of Navigation and Steamboat Inspection, and 
the contractor shall certify by name to the contracting officer the welding 
operators so qualified, and the code under which qualified. In no case 
shall welding be done when the temperature of the metal is below 10 degrees 
F, or when inclement weather or physical condition aresuch as may, in the 
opinion of the contracting officer, be unsuitable and impair the efficiency 
of the welder in making acceptable welds, unless approved steps are taken to 
correct such conditions. 

(2) Inspection. The inspectors shall have the right to cut 
coupons from any location in any joint for testing. Should any 2 coupons 
cut from the work of any wider show strengths under test less than that 
of the base metal, it will be considered evidence of negligence or imcomp- 
etence and such welder shall be permanently removed from the work. 

(b) Filler Fetal . - 

(1) Unless otherwise specified or authorized all deposited 
weld metal shall have elastic limits and ultimate tensile strengths not 
less than those of the respective base metals; elongation within _5 percent 
of that of the base metal; and chemical composition similar to that of the 
base metal. These properties shall be determined by testing in accordance 
with the applicable provisions of the current specifications of the American 
Welding Society. 



8-2 



(2) Welding Electrodes and rods shall be of type and grade 
as approved by the contracting officer and of such chemical composition 
and physical properties as will produce the characteristics specified a bove 
and so adapted to the base metal and thickness of parts to be welded as 
will insure effective penetration and an intimate uniform fusion of the filler 
and base metals. The electrodes and coating shall conform in dimensions 
and physical characteristics to applicable provisions of the current spec- 
ifications of the American Welding Society, 

(c) Special Workmanship Requirements . 

(1) Welding Procedure. The contractor shall prepare his own 
schedule of welding procedure for each structure to be welded, and shall 
submit the procedure to the contracting officer for approval. The procedure 
shall be in accordance with best modern standard welding practice, as approved 
by the contracting officer, and shall be such as to minimize locked-up 
stresses and distortion of the finished members of the structure. No welding 
shall be done on any structure until the procedure for that structure has 
been approved. Approval of any procedure, however, will not relieve the 
contractor of the sole responsibility for its adequacy for producing a finish- 
ed structure meeting all requirements of these specifications. 

(2) Welds. A wandering or skip sequence of welding shall be 
used on all passes of welded Joints. The maximum length of bead, laid in any 
one continuous or skip pass shall be that which can be laid with one elect- 
rode. Welds shall be of the type, size and dimensions as shown on supple- 
mental detail drawings to be furnished later by the Government. Welds, 
3/8 inch and larger, shall be made in not less than 2 passes; and, unless 
otherwise specified or authorized, shall in general be made with one pass for 
each 1/8 inch thickness of base metal, exclusive of back bead. No electrodes 
larger than 1/4 inch in nominal diameter Shall be used unless authorized by 
the contracting officer. In all welding, the application of the first pass 
shall be given special attention to insure satisfactory penetration and 
fusion of the filler and base metals. 

(3) Assembling Devices and Temporary Connections. Preparatory 
for welding, the assembled elements of members shall be held rigidly in 
position by the use of approved devices adapted to the purpose, and capable 
of exerting pressures requisite to remove local distortions and compress the 
parts into intimate contact except where root openings are required. Bolts 
may be used for temporary connections provided that the bolt holes are 
subsequently filled with sound weld metal in an approved manner and ground 
flush with adjacent base metal, unless otherwise authorized. Welding for 
temporary connections and bracing will be permitted provided that, where 
such welded connection does not form a part of a later permanent connection, 
such weld metal shall be removed approximately flush with adjacent base 
metal where so directed. 

(d) Flame Cutting shall conform to the applicable provisions of 
the current specifications of the American Welding Society. 

8-06. CORNER PROTECTION. - Corner protection shall be constructed as 
shown on the drawings. Sections shall be installed true in alignment and 
elevation so as to provide a uniform smooth surface, tangent and flush with 
the adjoining concrete surfaces. The concrete in contact with the metal and 
embedding the anchorage shall be carefully placed and thoroughly spaded to 
prevent voids or honey comb pockets . 

8-07. METALLIC COATINGS. - Zinc coatings shall be applied in a manner 
and of a thickness and quality conforming to A.S.T.M. Specification A 123-33 



8-3 



for "Zinc (Hot Galvanized) Coatings on Structural Steel Shapes, Plates, Bars 
and their Products." Sherardizing and Cadium plating shall have thickness 
and durability equal to or greater than Zinc Coating applied as specified 
above, , 

8-08. MACHINE WORK* 

(a) general . All tolerances, allowances and gages for metal fits 
shall conform to standards as approved by the American Standards Association, 
December 1925. Machine work shall be done wherever an "f " or any word denot- 
ing machine finish appears on the drawings and at other places where neces- 
sary. Where the "f" follows 1 a dimension, both surfaces from which it is mea- 
sured shall be machine finished so that they will be true to the dimensions 
shown. All finished contact or. bearing surfaces shall be true and exact to 
secure full and complete contact. In machining and grinding fabricated pieces 
of cold-rolled steel, care shall be exercised that an equal thickness of the 
surface is removed from all sides. Journal surfaces shall be polished and all 
surfaces shall be finished with sufficient smoothness and accuracy to insure 
proper operation when assembled. All parts entering any machine shall be 
carefully and accurately machined and all like parts shall be interchangeable. 
All drilled holes for anchor bolts shall be accurately located and drilled 
from templates. 

(b) Keys and Keyways shall conform to the requirements of the 
American Engineering Standards Committee, standards of 1932, unless otherwise 
specified or required. 

(c) pin Holes shall be bored true to gages, smooth and straight and 
at right angles to the axis of the member. The boring shall be done after the 
member is securely fastened in position by bolts or rivets as specified or 
otherwise required. 

(d) Protection of Machined Surfaces . All machine finished surfaces 
shall be thoroughly cleaned of foreign matter and coated with a composition of 
white lead and tallow or other approved slushing grease for protection against 
rust. As a further protection, unassembled pins and bolts shall be wrapped 
with burlap to prevent the removal of the coating. 

(e) Lubrication . Provisions for lubrication shall be in strict ac- 
cordance with the arrangement and details as shown on the drawings and other- 
wise where necessary to properly lubricate moving parts. Before erection or. 
assembly, all bearing surfaces shall be thoroughly cleaned and lubricated with 
approved high grade oil. After assembly, all lubricating systems shall be 
filled with a suitable approved lubricant. 

8-09. UNFINISHED SURFACES. - So far as practicable, all work shall be 
laid out to secure proper matching of adjoining unfinished surfaces. Where 
there is a large discrepancy between adjoining unfinished surfaces, they shall 
be chipped or machined to secure proper alignment. Unfinished surfaces shall 
be true to the lines and dimensions shown on the drawings and shall be chip- 
ped or ground free of all projections and rough spots. Depressions or holes 
not affecting the strength or usefulness of the parts, with the approval of 
the inspector, may be welded. 

8-10. PART IDENTIFICATION AND WEIGHT REQUIREMENTS. . Each casting shall 
have the mark number and the heat number cast upon it. Each forging shall 
have the mark number stamped upon it. Unless 'otherwise authorized by the 
contracting officer, the scale weight of each casting or forging shall be 
within 5 per cent of the weight as calculated from the dimensions on the drawings. 

8-4 



8-11. PATTERNS. 

(a) A complete set of all patterns , core boxes , and templates for 
all parts detailed on the drawings or which are not the standard stock product 
of a commercial manufacturer, shall became the property of the United States, 
and shall not be used for work under any other contract unless specifically 
authorized or directed by the contracting officer. Dimensions of castings 
shown on drawings are finished dimensions. 

(b) Patterns and Core Boxes for the various parts of the work to 

be done under this contract 6hall be well and substantially made from thoroughly 
seasoned "Grade (B) or Better" northern white pine. Built-up patterns and 
core boxes shall be securely glued and screwed together. Nailing will be per- 
mitted only on light sections. Screw holes shall be countersunk and neatly 
filled with wood plugs. Loose pieces shall be either dovetailed or fastened 
with pull-out dowels, and split patterns or core boxes shall have metal dowels 
at partings. No skeleton or sweep patterns will be accepted. 

(c) All nail and tool marks on molding surfaces shall be filled 
with beeswax. All surfaces shall be sanded with No. grade sand paper and 
finished with not less than 2 coats of shellac, colored in accordance with 
the standard for pattern colors of the American Foundrymen's Association. 

(d) After use, all patterns and core boxes required to be furnished 
shall be thoroughly cleaned, varnished, crated and delivered in first class 
condition to the U.S» Engineer office, Massena, New York, together with list 

of same in duplicate, before final payment is made. The contracting officer 
reserves the right to withhold any payment for the original parts made from 
any pattern, until such pattern is delivered. Any pattern and core box lost 
or damaged by the contractor, or in shipment shall be replaced by the con- 
tractor without charge to the United States. 

(e) Boxes and crates for the packing and shipment of patterns and 
core boxes shall be substantially made and shall be put together with screws 
so that they can be used several times. Each box and crate shall be plainly 
marked to indicate its contents. 

8-12. SHOP ASSEMBLY. - Unless otherwise specified, each complete machi- 
nery unit of each type furnished by the contractor, and other units or parts 
of the work where so specified or required, shall be fully assembled in the 
ahop in accordance with the requirements of the detailed provisions referred 
to belcw. All assembly and disassembly work ahall be performed in the presence 
of a Government inspector, and any errors or defects disclosed shall be 
immediately remedied by the contractor without cost to the United States. 
Before disassembling for shipment, each piece of each shop-assembled machine 
or structure shall be match-marked to facilitate erection in the field. 

8-13. TESTS AND TRIALS. 

(a) The contractor shall make analyses and/or tests to determine 
that all materials are in conformity with the specifications except where 
tests are waived or not required by the contracting officer. Such analyses 
and/or tests, except when waived or modified, shall be made as indicated in 
the respective detail specification or as otherwise required. 

(b) The contractor shall furnish the contracting officer certifi- 
cates listing the heat number and the chemical and physical properties of the 
metal frcm which each article or piece of the material was made. There shall 



8-5 



also bo furnished two lists, one from the shop indicating what pieces or 
members are to be made from the material ordered, and the other from the 
mills indicating what pieces or members are furnished from each heat or melt. 

(c) When doubt exists as to the soundness of any part, such part 
may be subjected to an X-ray or Gamma-ray inspection at the discretion of the 
contracting officer, and the* cost of such inspection will be borne by the 
United States. 

(d) Each complete machinery unit of each type furnished by the con- 
tractor shall be tested in the shop in the presence of a Government inspector 
before being disassembled and shipped to the site. Such action, however, 
shall not relieve the contractor of responsibility for any fault in operation, 
workmanship or material that may later develop before the completion of his 
contract. After being assembled in place, all completed machines and all com- 
pleted moving parts of the structure shall be tested as required in the de- 
tailed provisions referred to below to demonstrate to the satisfaction of the 
contracting officer that they meet specification requirements in all respects 
and are suitable for performing the work intended. Any defects disclosed by 
tests and trials shall be immediately remedied by the contractor without ex- 
pense to the United States and a satisfactory test completed. 

8-14. SHOP INSPECTION. _ The contractor shall keep the contracting 
officer informed as to commencement and progress of the work. In accordance 
with Article 6 of the contract, the contractor shall at all times permit 
Government inspectors free access to all parts of mills, foundries or shops 
where work is being carried on under the contract and shall provide the neces- 
sary facilities and assistance for making thorough examinations. Unless 
waived in writing by the contracting officer, mill inspection will be required 
on all metals. The acceptance of any material or finished member by an in- 
spector shall not prevent subsequent rejection if such material or member is 
later found to be defective. 

8-15. LIST OF MATERIALS. - The contractor shall furnish the contracting 
officer copies of all purchase orders, mill orders, and shop orders for mate- 
rial, and work orders. The contractor shall also furnish a shipping bill or 
memorandum of each shipment of finished pieces or members, giving the desig- 
nation mark and weight of each piece, the number of pieces, the total weight, 
and if shipped by rail the car initial and number. Copies of certificates of 
tests and shipping bills in triplicate and all orders in quadruplicate shall 
be mailed promptly to the United States Engineer Office, Massena, New York, 






8-6 



Specifications: Long Sault Guard Gate-long Sault Canal 

SECTION IX 

ELECTRICAL REGULATIONS, WORKMANSHIP, MATERIALS AND 

EQUIPMENT 

9-01. STANDARD RULES AND SPECIFICATIONS 

(a) Unless otherwise specified, all electrical materials, 
workmanship, and tests shall be in conformity with the current standard 
rules, regulations, and specifications of the following authorities: 

( 1) National Board of Fire Underwriters 

(205 East Ohio St., Chicago, 111.) 

(2) National Electrical Manufacturers Association 

(420 Lexington Avenue, New York, N.Y. ) 

(3) American Institute of Electrical Engineers 

(33 W. 39th Street, New York, N.Y.) 

(if) Bureau of Standards (National Electrical Safety Code), 
(Superintendent of Documents, U.S. Government ' 
Printing Office, Washington, D.C) 

(b) The electrical equipment will be subject to exceptionally 
severe moisture conditions and a wide temperature range. All insulation 
shall be selected for this condition, and all other parts of the equipment 
shall be designed so that they will not be injuriously affected by such 
exposure. Insulating materials subjected to high temperature or electric 
arcs, shall be of an approved refractory material. 

(c) Equipment for the same, similar, or allied service shall 
be of the same manufacture and type, and when of the same rating, shall be 
interchangeable. All equipment shall be designed to require a minimum 
number of spare parts. 

(d) The materials specified under this section shall be fur- 
nished only as required for the respective items of work and equipment 
shown and/or specified. 

9-02. GAUGE OF WIRE CABLE AND SHEET METAL. - Gauge of wire cable and 
sheet metal specified herein and on the plans, is American Wire Gauge 
(A.W.G. ) for electric wire and cable, and United States Standard Gauge 
(U.S.S.) for sheet metal, unless otherwise noted. 

9-03* INSULATION RESISTANCE. - Insulation resistance as required 
under these specifications shall be determined by means of a 500-volt, 
direct-current, direct reading ohmeter, and test reports shall indicate 
both the voltage applied and insulation resistance of the material tested. 

9-04* WIRING. - Wiring 3hall constitute the furnishing and instal- 
ling of all cable and wire required in the locations specified; the furnish- 
ing and installing of all cable and conductor terminals, junction boxes, 
supports, racks or shelves, as shown or required; the making of all con- 
nections and the proper placing, arranging, and identifying of all material, 

as specified or directed by the contracting officer. All wiring shall be 

9-1 






in conduit unless otherwise specified, shown, or directed by the contract- 
ing officer, 

9-05. INSTALLING METAL CONDUIT. - All ends of metal conduit shall 
be reamed to remove rough edges and burrs and all joints between lengths 
of conduit, and at switches, junction boxes, and fittings shall be water- 
tight and shall provide electrical continuity of the conduit run so that 
it can be effectively grounded. All open circuit ends shall be capped, 
except when working on the run, to exclude dirt and moisture. Conduit runs 
shall be pitched to provide suitable drainage. No threadless fittings or 
running-thread joints shall be used in metal conduit runs. Any run of con- 
duit extending through a construction joint, or changing from an embedded to 
an open run, shall extend not less than the threaded length plus 1-inch 
past the face of the concrete. All conduit bonds shall have a radius not 
less than that of standard factory bends. Field bends may be used if of the 
proper radius and carefully made with suitable tools so that the conduit is 
not flattened. 

9-06. COPPER WIRE FOR INSULATED WIRE AND CABLE. Copper wire for in- 
sulated wire and cable shall conform to paragraph C-2, United States Navy 
Department Specification 14 Cli for "Cables: Electric, Insulated;? dated 
March 15, 1934 . 

9-07. SOLDER FOR BRAZING. - Solder for brazing shall conform to 
Federal Specification Qft-S-551 for 'Solder j Brazing, ■ Composition B. 

9-08. INSULATING MATERIAL FOR WIRES AND CABLES. 

(a) The following insulating materials shall conform to United 
States Navy 'Department Specification 15 Cli, for "Cables: Electric, insulat- 
ed", dated March 15, 1934» paragraph designations as indicated below: 

(1) Rubber- filled Tape, paragraph C-8 

(2) Asbestos Insulation, paragraph C-10 

(3) Braids; Cotton and Asbestos, paragraph C-14 

9-09. VARNISH. 

(a) Insulating Varnish shall conform to United States Navy Depart- 
ment Specification 52-V-13a, for "Varnish: Insulating, for Electrical 
Purposes »" grade as specified or directed. 

(b) Asphalt Varnish shall conform to Federal Specification TT-V-51 
for "Varnish: Asphalt*" Grade B. 






9-10. MOLDED INSULATION AND PARTS. - Molded insulation and parts shall 
conform to United States Navy Department Specification 1?-I-14» fo r n Insula- 
tion; Electrical, Phenolic, Molded and Laminated, and Molds for same." 

9-11. CONDUIT AND CONDUIT FITTINGS. 

(a) Fiber conduit shall conform to the specifications of the 
Electrical Section of the American Railway Association,, edition of 1929. 
Section }8(a)(21), paragraphs 10 to 19 inclusive, except that the minimum 
wall thickness shall be 0.2 inches; and shall have drive joints. 

(b) Fiber conduit spacers for duct lines shall be made of mater- 
ial similar and equal to "Masonite Tempered Presdwood" manufactured by the 
Masonite Corporation, thickness of material not less than £ inch; or of £ 
inch, 5 Ply» fir plywood board, treated so as to be moisture resisting. The 



9-2 



design of the spacers shall be submitted to the contracting officer for ap- 
proval. 

(c) Entrance bells for fiber conduit shall be of white glazed 
dry process porcelain, or of impregnated molded wood pulp or fiber, with a 
smooth, true uniform surface. They shall have a curved surface where the 
cable enters the manhole, and be provided with suitable means for anchoring 
in the concrete, and suitable sockets for making a water-tight joint between 
the conduit and the entrance bell # 

(d) Rigid meta.1 conduit shall be zinc-coated and enameled on the 
inside and outside and shall conform to Federal Specification WW-C-581, for 
"Conduit; Steel, rigid, Zinc-Coated." For sized 2-inch or less, tubing con- 
forming to Federal Specification WW-T-806, for "Tubing; Electrical, Metal- 
lic, » Type "C may be substituted in locations approved by the contracting 
officer. 

(e) Flexible metal conduit shall be of the concave, double strip 
type, consisting of steel strips helically wound with tight seams and fin- 
ished so as to provide a smooth interior surface. It shall be galvanized, 
sherardized, or cadmium plated. 

(f) Metal conduit fittings shall be galvanized, sherarized, or 
cadmium plated high test gray iron or malleable iron castings of the types 
and sizes required, specified or shown on the plans. They shall be approved 
by the National Board of Fire Underwriters. 

9-12. SINGLE- CONDUCTOR, ASBESTOS -I NSULATED , ASBESTOS-BRAIDED WIRE AND 
CABLE shall be standard stranded conductor, insulated with a layer of felted 
asbestos and 45 mils of closely woven asbestos outer braid, both with flame 
and moisture-proof impregnation. The thickness of felted asbestos shall be 
90 mils for sizes No. 2 to No. 4/0 » inclusive, and 102 mils for sizes 250, 
000 cm. to 500,000 cm. 

9-13 • MOTORS FOR OPERATING MACHINES. 

(a) Type . - All motors shall be of the high-torque, high-slip, 
constant-torque, squirrel-cage induction type designed for full- voltage 
starting. They shall be of inclosed, self-ventilat«d, splash-proof, and 
weather-proof construction, as specified in sub-paragraph (d) below. Motors 
furnished by the Government for the wire rope fender machinery and the sec- 
tor gate machinery shall be installed by the contractor as shown on the 
drawings. 

(b) Rating . 

(1) Motors for the sector gate machines will be furnished by 
the Government and will be' rated 3°/10 h.p. 900/300 r.p.m. synchronous speed, 
2-speed, 2-winding type. 

(2) Motors for wire rope fender boom machines will be fur- 
nished by the Government and will be rated 30/10 h.p. 9OO/3OO r.p.m., syn- 
chronous speed, 2-speed, 2-winding type. (Motors in (1) and (2) above will 
be interchangeable). 

(3) Motors for the rope coupling devices for the wire rope 
fender pins will be furnished by the Government and will be rated 1/2 h.p. 
600 r.p.m. 

(4) Motors for the stiff-leg Derrick machines shall be fur- 
nished by the contractor and shall be rated of such capacity as recommended 
by the manufacturer. (See par. 13-05). 

(5) Motors for the sump pumps shall be furnished the con- 
tractor and shall be rated of such capacity as recommended by pump manufac- 

9-3 






turer. (See Section XV). 

(6) All the above motors shall be rated 440 volts, 3-phase, 
60 cycles, 50 degrees C. maximum temperature rise for full-load for not less 
than 15 minutes on the low-speed winding,. For each motor rating, the accept- 
ance load tests to determine the temperature rise on both windings where pro- 
vided shall be made consecutively, i.e., by immediately changing speed with- 
out stopping the motor. The speed-sequence shall be that which will produce 
the highest final temperature. Temperature rise shall conform to the stand- 
ards of the American Institute of Electrical Engineers for an ambient temper- 
ature of 40 degrees C. 

(c) Torque and Slip . At rated voltage and frequency, each motor, 
for each winding, shall have a static torque of not less than 250 percent of 
full-load torque (based on the high-speed winding) and the full-load slip 
shall not be less than 12 percent. The maximum torque shall be developed at 
approximately zero speed. The locked rotor current shall not exceed 400 per- 
cent of full-load current. 

(d) Frames and End Brackets . 

(1) Frames and end brackets shall be of cast iron, wrought 
iron, or fabricated steel, so designed that rain or snow driven from any dir- 
ection in or above the mounting plane, will not enter the inside of the motor 
or bearings. This shall be accomplished by providing baffled air passages in 
each end bracket and in the frame as required to trap and drain water and to 
provide adequate ventilation. Other approved construction providing equal 
assurance of adequate protection and ventilation may be used. The direction 
of the air flow entering the baskets shall be approximately vertically upward, 
through opening near the mounting plane. Weep holes shall be provided as re- 
quired to drain condensation. The mounting feet shall be integral with the 
frame. All dimensions and frames, sizes shall conform to the N.E.M.A. stand- 
ards. 

(2) Eyebolts for handling motors, shall be provided in an ap- 
proved location on all motors weighing more than 150 pounds net. 

(e) Shafts shall be of high-grade, hot-rolled steel of adequate 
strength and rigidity, finished to size all over, and with polished journal 
surfaces. The diameter at the bearings shall be larger than the diameter of 
the shaft extension and the diameter under the core laminations shall be 
larger than the diameter at the bearings. They shall be treated for corro- 
sion resistance as specified in sub-paragraph(l). 

(f) Connections and Terminals. All connection leads shall extend 
outside of the frame and be provided with standard separable connectors lo- 
cated in an approved terminal box of water-tight construction, equipped for 
conduit connection and rigidly attached to the motor frame. Provisions shall 
be made for two 1-1/2 inch metal conduits spaced 3 inches between centers, 
located in a vertical plane parallel to the motor shafts and entering the box 
from above through pipe -tapped holes. The motor leads shall be sealed with a 
compound of litharge and glycerine where they pass through the stator frame. 
The terminals shall be suitably marked in accordance with standard No. 30-2 of 
the N.E.M.A* 

(g) Bearings . - The motors shall be provided with ball bearings 
conforming to United States Navy Department Specification 42-B-5b, for "Bear- 
ings; Ball," dated November 2, 1931, designed to facilitate removal and re- 
newal, and to prevent escape of lubricant or entrance of foreign matter. Ap- 
proved means shall be provided for applying lubricant and draining same with- 
out removal of the bearing housing or brake housing. When the brake housing 
is bolted to the motor end bell approved filler and drain pipes shall be pro- 
vided with the ends accessibly located and with approved fittings. The bear- 
ing housings shall be of an approved splash-proof type, effectively pre- 

9-4 



venting lubricant from coming in contact with the motor windings. 

(h) Cores for stators and rotors shall consist of separately- 
punched, thin laminations of the best quality electrical sheet steel suitably 
insulated from each other, assembled under heavy pressure to obtain a rigid 
assembly and secured to the shaft or frame in an approved manner. The slots 
shall be entirely free of burrs or other metallic particles which might in- 
jure the slot insulation. 

(i) Stator Windings shall be provided with Class "A" insulation 
made thoroughly water-proof and oil-proof with a sufficient number of coats 
of water and oil resistant solvent insulating varnish so that the motors will 
meet the requirements of paragraph 9-01(b) and 9-13(o). The insulating com- 
pound shall not show cracks due to contraction or expansion and shall not 
soften or run due to the operating temperature of the motor or change of the 
ambient temperature. A final coating of water and oil-resistant varnish 
which will dry with a smooth, glossy surface shall be applied. The windings 
shall be securely wedged in the slots to prevent vibration and wear. The 
slot wedges shall be of impregnated fiber or maple wood boiled in oil. The 
insulation shall not show deterioration due to repeated alternate wetting and 
drying. The coils shall be completely assembled in the stator before the ap- 
plication of the varnish and shall be completely immersed in the varnish bath. 
The stator assembly shall be hot before each application of varnish and shall 
be thoroughly baked after each application, until the varnish is thoroughly 
dry or cured. 

(j) Rotor Construction shall be copper or copper alloy bars, brazed 
or welded to copper or copper alloy end rings, or of other approved construc- 
tion. 

(k) Treatment Against Corrosion . - Screws, bolts, pins, terminals, 
brush holders, studs, springs, hand hole cover bolts, shafts, and other steel 
parts shall be •Parkerized" or similarly treated in an approved manner to 
resist corrosion. 

(1) Machine Work shall be accurate, of high quality, and in con- 
formity with approved standard practice. Threads shall be in accordance with 
the "National Forms" as adopted by the U. S. National Screw Thread Commission 
for the types of threads required. Thread fits shall be Class 2. Threads on 
all body-bound bolts shall be chased a sufficient length so that when the nut 
is tightened there will be approximately l£ free threads under the nut, or the 
bolts shall be undercut an equivalent amount. 

(m) Designation and Markings . - A name plate shall be provided on 
each motor, suitably attached to the frame. It shall clearly indicate the 
manufacturer's name, identification symbol, serial number and salient design 
features; such as type, power, no-load and full-load speed, voltage, fre- 
quency, full-load current and full-load torque. 

(2) The serial number shall be die-stamped on the front end of 
the shaft and on the frame, under the name plate. 

(n) Painting shall conform to the requirements of Section XVI un- 
less otherwise required. 

(o) Tests . 

(1) All motors furnished by the contractor shall be tested in 
conformity with the A.I.E.E. standards. The dielectric test shall be made at 
1880 volts for a period of one minute. One motor of each type and rating fur- 
nished under this contract shall be given complete tests at the factory. One 
motor of each type and rating, selected at random by the contracting officer, 
shall be completely submerged in ordinary tap water for a period of not less 
than 12 hours. It shall then, without any drying, operate successfully at 
rated voltage, frequency and cont inuous-duty load until the insul- 

9-5 



ation resistance to ground shall become constant at an approved value, and 
without any further drying, it shall then withstand the dielectric test spe- 
cified above. The remaining motors shall be given the .manufacturer's stand- 
ard commercial test at the factory to determine that all similar motors fur- 
nished have approximately the same characteristics. 

(2) Complete Tests, as specified in sub-paragraph (1) above, 
shall include the following: 

Excitation Test 

Impedance Test 

Performance and Speed-torque Test (prony brake or 
other approved equivalent method) 

Temperature Test 

Dielectric Test 

Insulation Resistance Test 

Cold and Hot Resistance Measurements (Stator Windings) 

Effectiveness of Enclosure 
Graphic charts showing the results of the above tests, corrected to rated 
voltage, shall be furnished as follows: 

Excitation test - Volts as abscissae vs. amperes and watts 
as ordinates. 

Impedance test - Volts as abscissae vs. amperes, torque and 
watts as ordinates. 

Performance test - Percent load as abscissae vs. efficiency, 
power factor, amperes, watts and percent slip as ordinates. 

Speed-torque-test - Torque in pounds-feet as abscissae vs. 
speed in r.p.m. as ordinates. 

(3) Test Reports recording all actual data obtained during 
the above commercial and complete tests, shall be furnished for each motor. 

(4) Final Acceptance Test of the motors shall be made in con- 
junction with the final tests and trials of the respective operating machinery 

at which time all necessary adjustments shall be made. 

(p) Data to be Submitted for Approval . - The following data for 
motors furnished by the contractor shall be submitted to the contracting of- 
ficer for approval before commending manufacture: 

(1) Complete descriptive specifications of the motor, with 
necessary cuts, photographs, and drawings to clearly indicate the construc- 
tion of the motor. Special emphasis shall be given to indicate the features 
for which approval is required. 

(2) Outline dimension drawings. 

(3) Typical characteristic curves, indicating the speed, power 
factor efficiency, current and watts input, all plotted against percent load 
as abscissae. 

(4) Guaranteed values of power factor and efficiency, when 
operating on the high-speed winding only, for full- load, 3/4 load and &-load. 

9-14. BRAKES. 

(a) General . Tail brakes for the motors for sector gate machinery 
and wire rope fender machinery will be furnished by the Government and in- 
stalled by the cons tractor. Brakes for the derrick machinery motors shall 
be furnished and installed by the contractor. Brakes shall be spring-set 
shoe type with motor-operated release. The brake motor shall be wcftind for 



9-6 



the same operating voltage as the motor with which the brake is to be used. 
The brakes shall be floor mounted as shown on the plans. 

(b) Rating * - The torque rating of each brake shall be not less 
than 250 percent of a full-load torque of the motor with which it is to be 
used, all conditions of operation and inclosure considered. The time rating 
and temperature rise shall be not less than that of the driving motors. 

(c) Inclosure and Protection . - The entire brake assembly includ- 
ing the motor, shall be inclosed in a water-tight, dust-tight, and moisture- 
resisting inclosing case of \ inch boiler plate. Brake housings shall be 
split on the diagonal, and the motor shaft entrance shall be made water- 
tight by bolting the brake housing to the motor end bracket with copper- 
asbestos gasket. On brakes with "Thrustor" operated release, the "Thrustor" 
shall be of submergible construction, 

(d) Adjustment shall be provided for varying the holding torque 
from zero to the full rating of the brake, and for adjusting the position of 
the shores. The brakes shall release at 85 percent of the rated voltage. 

(e) Mechanical Construction , 

( 1) Except for brake wheels, shoes and electrical parts, no 
cast iron shall be used in brake construction. All pins, fittings, and other 
miscellaneous small metal parts shall be of approved corrosion-resisting metal. 
Bearings shall be fitted with bronze or other approved bushings to prevent any 
binding of moving parts. Approved means for lubrication shall be provided for 
all bearings; all parts shall be painted in accordance with S'ection XVT« 

(2) Machine Work shall conform to the requirements for the 
motor with which the brake is used. 

(f ) Windings shall be insulated and impregnated in the same man- 
ner as that specified for the motor windings. 

(g) Designation and Markings , - Name plate shall be provided for 
each brake and attached to a part of the brake which ordinarily will not be 
renewed during its service life. They shall conform to standard practice and 
clearly indicate the manufacturer, identification symbols and serial number, 
and salient design features such as type, torque rating, voltage, and frequen- 
cy. 

(h) Tests. 

(1) Each brake shall be adjusted to give its rated torque 

and then tested for successful operation in accordance with above requirements, 

(2) Heating Test. - One brake of each type furnished by the 
contractor, to be selected at random by the contracting officer, shall be 
subjected to a heating test, at rated voltage and torque, 

(3) Dielectric Tests and insulation resistance measurements 

of the coil windings, shall be made on all brakes furnished by the contractor, 

(4) Submergence Test. - One brake motor of each type furnished 
by the contractor shall be tested for submergence in the same manner as spe- 
cified in paragraph 9-13(o) £° r the motor with which the brake is used. If 
thrustor release is used the entire "Thrustor" assembly shall be tested for 
submergence. 

(i) Data to be submitted for approval before commencing manufacture 
of the brakes, shall be equivalent to that furnished for the motors with 
which the brakes are used, 

(j) Final Acceptance Test of the Brakes will be as specified in 
paragraph 9-13(p)(4). 

9-15. LIMIT SWITCHES, 

(a) General. - Submersible traveling cam limit switehes for sector 
gate and wire rope fender machines will be furnished by the Government and 

9-7 



installed by the contractor as shown on the drawings, fiach limit switch will 
oontain all the individual switches required for making and breaking all con- 
trol oircuits, interlocking circuits, visual signal light circuit and position 
indicating light circuits t necessary for the proper control and operation of 
the machine to which it is geared. The individual switches, together with 
suitable mechanism for their operation, will be assembled in a totally inolosed 
submersible cast iron case with an easily removable cover held down by C-clamps. 
The Joint between the case and cover will be made with a suitable composition 
gasket held between machined surfaces. The setting of the contacts shall be 
as directed by the contracting officer. 

(b) Installation , - The limit switches shall be installed as indi- 
cated on the drawings or as otherwise approved by the contracting officer. 
The contractor shall provide and install necessary gears, gear guards, and 
other appurtenant parts necessary for installation. 

9-16. TESTS ON EQUIPMENT AND SUPPLIES. - Tests on all equipment and 
supplies furnished by the contractor, and assemblies thereof, shall be conduc- 
ted at the plant of the manufacturer and shall be as specified for the par- 
ticular item, if no tests are specified, the equipment or assemblies shall 
be tested in conformity with the A.I.E.E. standards, N.E.M.A. standards, or 
procedure of the A.S.T.M. The standards of the A.I.E.E. shall take precedence, 
if applicable. 

9-17« PAYMENT. - Payment for all materials, supplies, tests, including 
temporary power and connections, and all other work under this section will 
be included in the respective contract prices of the items for which they 
are required. 



9-8 



Specifications: Long Sault Guard Gate 

SECTION X 

ELECTRICAL CONDUIT SYSTEM 

10-01. GENERAL. - The conduit and manhole system for the future electric 
cables shall be located and installed as shown on the drawings. Additional 
detail plans of all m&hholes, pull-boxes, and conduits embedded in concrete 
will be furnished at later date. All workmanship and materials shall conform 
to the requirements of section VIII. All conduit shall be fiber type except 
for connecting lengths required to extend into machinery recesses or else- 
where beyond the face of concrete. In such places rigid metal conduit shall 
be used. 

10-02. MANHOLES AND PULLr BOXES. - Care shall be exercised in placing the 
forms, so that the interior surface of the completed manholes shall be smooth 
and uniform. 

10-03. CONDUIT INSTALLATION. 

(a) General . - The spacing of embedded conduits shall be as shown 
on future detail plans, and shall be supported by spacers at intervals of not 
more than 3 feet. The spacers and conduits shall be rigidly supported to pre- 
vent misalignment during concrete pouring. The detail of spacers will be 
shown on future detail plans. Spacers for 3 inch conduit may be used to sup- 
port conduit of lesser diameter, if the conduit is suitably wedged in the over- 
size holes to maintain uniform pitch. All conduit shall be pitched to drain 
from a high point to a manhole or pull-box, except as otherwise specifically 
shown on the plans. The highest point in the run shall be covered by at least 
12 inches of concrete and shall be located approximately in the center of the 
longest run. All conduits turning out of t lie run shall maintain the same 
pitch to the termination in the adjacent pull-box or manhole, except where the 
end bells are definitely located on the conduit turns upward, as at lighting 
or signal recesses. The concrete wall between conduits shall not be less than 
2 inches thick at any point. All fiber conduits shall terminate with approved 
end bells, or metal conduit and bushings, excepting conduit for telephone 
lines, which shall be cut off flush inside the pull-box. Groups of end bells 
may be either precast to form the duct entrances, or assembled on the conduits 
before concreting. Where conduit passes through an expansion joint in the 
masonry, an expansion joint of the type required, shall be installed flush with 
the face of one monolith. All conduit joints shall be made water-tight with 
grade "B" asphalt varnish conforming to paragraph 9-09 (b), which shall be so 
applied that none will enter the conduit. All conduit cut in the field shall 
have the ends properly machined with tools designed for the purpose, and all 
joints installed shall be of the same tapered construction as provided by fac- 
tory cut aaterial. All joints between fiber and metal conduit shall be made 
with special fiber couplings having one end tapered and the other end threaded. 
Where masonry monoliths are poured alternately, the conduit in the intermediate 
monoliths may be placed by cutting one length in each run, butting the cut ends 
together after alignment, covering the butted joint with a split coupling or 
metal sleeve rigidly fastened in place, taping the entire joint with 2 inch 
rubber tape and friction tape, and coating with asphalt varnish to make the 
joint water-tight. All conduit terminations shall be sealed with fiber plugs, 
metal caps or conduit bushings and "ponnies", before concreting operations are 

commenced. During concrete operations, extreme care shall be 

10-1 



exercised to avoid damage to the conduit installation. Concrete shall not be 
poured directly on the conduits, and workmen shall not step on the conduits. 
The concrete shall be of a suitable mix and shall be carefully worked between 
and around the individual conduits so that each conduit will bo completely en- 
veloped in ooncrete without voids. Class "A" concrete shal] be used around con- 
duits and measurement for payment will be made between line 6" outside of the 
centers of outside conduits in each run. 

(b) Initial Inspection . - As soon as possible after the concrete has 
set in a given lift, each conduit shall be cleaned and inspected for continuity 
and freedom from obstructions. The conduit shall be cleaned by means of a steell 
wire flue brush of suitable dimensions. A round, smooth, wooden mandrel shall 
then be passed through the conduit. For straight runs, the mandrel shall bo 
not less than 3 feet long and shall have a diameter not less than 92 percent 
of the inside diameter of the conduit. For all conduit bends, the length of 
mandrel shall be reduced to a length approved by the contracting officer. 
"When removed from the conduit, the mandrel shall not show any deep scratches or 
other evidences of rough surfaces within the conduit. Any defects in material 
or workmanship shall immediately be remedied. 

(c) Final Inspection . - After each duct line is completed, each con- 
duit shall be given a final inspection by repeating the initial mandrel inspec- 
tion, and a continuous length of No» 9 guage , solid t iron wire shall be left in 
each conduit for use in future cable installations. Conduit plugs shall have 
£ inch holes drilled on the longitudinal axis for drainage and to permit seal- 
ing the conduit with the pulling wire in place. 

(d) Location of Conduit Terminations shall be as shown on the plans 
or as directed by the contracting officer. All metal conduit leaving the con- 
crete shall be accurately aligned in a direction normal (90 degrees) to the 
surface planes, to permit future extension. 

10-Oif. ELECTRICAL GROUNDING SYSTEM. - Embedded ground cables, ground 
plates and ground connections shall be provided and installed as shown on the 
plans. All cable extensions from the concrete shall be provided as shown and 
shall be coiled, securely fastened to the face of the concrete and protected 
by an approved housing* No splices shall be made in any embedded ground cable, 
All ground cable shall be asbestos insulated copper cable conforming to para- 
graph 9-12. 

10-05. PAYMENT. 

(a) Payment for Conduit including all spacers, couplings, entrance 
bells and pulling wire, completely installed in place, will be made at the 
applicable contract price per linear foot for "Conduit; Fiber 3" dia»». and "Conduit] 
Rigid Metal 2" dia." Estimates for payment will be made for 25 percent of the 
contract price for material delivered and stored at the site of the work, in ac- 
cordance with the requirement of paragraph 1-31* The remaining 75 percent of 

the contract price will be estimated for payment when the material is incorpo- 
rated in the work and accepted. 

(b) Payment for Grounding System , including all necessary conduit nip- 
ples, bushings and protective housings completely installed in place, will be 
made at the contract lump sum price for "Electrical Ground System." 

(c) Payment for Other Material specified and/or required under this 
section, completely installed in place, will be made at the contract unit prices 
for the respective items. 



10-2 

1 



Specifications: Long Sault Guard Gate - Long Sault Canal 

SECTION XI _ SECTOR GATE 

11-01 • GENERAL. - The guard gate structure shall be provided with a 
sector-type gate consisting of tow leaves, each 45.5 feet high and of approxi- 
mately 67 fto radius. The gate shall be constructed, assembled and installed 
as shown on the drawings accompanying these specifications and in accordance 
with supplemental drawings to be furnished at a later date, 

11-02. MATERIALS AND WORKMANSHIP. 

(a) General . - All materials and workmanship shall be in confor- 
mity with the requirements of Sections VII and VIII wherever applicable and 
as further specified below. 

(b) Pins shall be accurately turned to gages, straight and smooth, 
and entirely free from flaws. 

(c) Pilot Nuts . - The contractor shall furnish such pilot and driv- 
ing nuts as may be necessary for the proper erection of the work. 

(d) Bronze Bushings shall be made for a drive fit, and shall be 
smooth and flush with the outside surfaces of the members in which they are 
placed. 

(e) Pintles and Pintle Castings . - The tops of pintles and the 
bronze pintle bushings shall be finished truly hemispherical and then polished. 
The bottom of the pintle shall be faced, and the body turned to accurately fit 
the lower pintle casting. The pintle and pintle bushings shall be so carefully 
made that they will be interchangeable. 

(f) Hinges . - Hinge castings and bushings shall be so accurately 
made that like parts will be interchangeable. Hinge anchorages will be struc- 
tural steel grillages, details of which will be furnished later by supplemental 
drawings. The hinges shall be set so accurately with respect to the pintle and 
to each other as to permit final adjustment to exact positions without binding 
of any moving parts. Tolerances in initial setting and final adjustment will 
be specified when details of the pintle and hinge castings and the anchorages 
are furnished. Special care shall be exercised in setting the hinges to a true 
vertical line between the center of the top hinge and the center of the pintle. 

(g) Calking . - The joints in the skin plate faces of the gates shall 
be calked where necessary to insure water-tightness. No form of calking tool 
or work that injures the abutting plate will be permitted. When approved by 
the contracting officer, openings or seams may be welded by approved methods. 

(h) Lubrication . - The pintles shall be lubricated through £ inch 
extra-heavy brass pipes provided with pressure lubrication fittings, extending 
to the top of the walkway. The pins at hinge and operating strut connections 
shall be drilled for lubrication. 

11-03. HANDRAILING. - Handrailing shall be provided as shown on the draw- 
ings in accordance with paragraph 7-52. 

11-04. TIMBER. - The gates shall be provided with white oak timber fen»- 
ders and the gate recesses and sills with white oak timber bumper blocks as 
shown on the drawings. All timber work shall be in conformity with the re- 
quirements of Section V. 



11-1 



11-05. ERECTION. 

(a) Shop Erection . - In order to detect any errors in templates, 
the contractor shall erect at his works, without charge, one complete gate 
leaf. The leaf shall be carefully assembled, bolted together, and the rivet 
and bolt holes reamed. Any errors in the templates or elsewhere, found dur- 
ing the erection, shall be immediately corrected in each leaf. All pieces 
in each leaf assembled at the shop shall be clearly match marked, so as to 
facilitate erection in the field. 

(b) Field Erection Plans . - Before beginning the field erection, 
the contractor shall submit for approval of the contracting officer a de- 
tailed description with sketches in duplicate showing the method of erection 
proposed. 

(c) Precautions During Erection . - In both shop and field erection, 
the utmost care shall be taken to get the skeleton into correct alignment be- 
fore any rivets are driven. In the field erection, the separate parts shall 
be tightly bolted together, and the rivet and bolt holes shall then be reamed 
to their full size, if not reamed and matchmarked in the shop. All necessary 
precautions shall be taken in driving the rivets to avoid the distortion of 
the gate as a whole and of any of its component parts. Rivets shall be tight 
when test -hammered. The seal and roller track beams in the sill shall be ad- 
justed after final erection of the gate, and after final adjustment they 
shall be firmly grouted in place. Special care shall be used in setting the 
pintle and hinges to permit final adjustment of the gate to exact position 
without binding of moving parts and to insure proper bearing for gate loads. 

11-06. TRIAL OPERATION AND TEST. - After erection and before final 
acceptance, the gate shall be operated by moving the leaves back and forth by 
operation of the machinery throughout their entire travel a sufficient number 
of times to demonstrate to the satisfaction of the contracting officer that 
they conform to the specifications. The workmanship in the gates shall be 
such that when the leaves are closed they will form a watertight barrier 
across the guard gate structure under maximum loads. There shall be no mate- 
rial leakage at the miter, sill or side seals. The joints in the faces re- 
quired to be watertight shall be tested with a pressure hose using a minimum 
pressure of 60 lbs. per sq. inch at the nozzle. This test shall be made after 
erection but prior to field painting. Any defects disclosed shall be correct- 
ed by the contractor without expense to the United States and satisfactory 
tests completed. 

11-07. PAINTING. - Shall conform to the requirements of Section XVI. 

11-08. PAYMENT. - payment for the complete gate, including construction, 
installation in place, testing and painting, and the required shop erection of 
one gate leaf, will be made at the respective contract unit prices for the 
various materials and items used, in accordance with the provisions of Sections 
VII, VIII, and XVI. 



11-2 



Specifications: Long Sault Guard Gate - Long Sault Canal 

SECTION XII _ EMERGENCY DAMS 

12-01. GENERAL. _ r^ e g Uar( j gate shall be provided with 10 emergency- 
dam stop logs, Types D and E, a pick-up boom and a stiff-leg derrick at 
the upper end of the gate bay and 10 emergency dam stop logs, types D and 
E, a pick-up boom, and a stiff-leg derrick at the lower end of the gate 
bay. The emergency dam stop logs, pick-up booms, stiff- leg derricks and 
operating machinery shall be constructed, assembled and installed as 
shown on the drawings accompanying these specifications and in accordance 
with supplemental drawings to be furnished at a later date. 

12-02. MATERIALS AND WORKMANSHIP. . All materials and workmanship 
shall be in conformity with Sections VII, VIII, IX, and XVI. 

12-03- ST0P LOGS. _ rphg stop i g 3 6 hall be constructed of structural 
phosphorus-chromium steel inxi two sizes,types D and E, as indicated on 
the drawings. The steel shall conform to par. 7-05* 

12-04. ST0P L0G PICK-UP BOOM. _ The gtop log pi c k> U p booms shall 
be constructed of steel pipe conforming to par. 7-34* framed and welded 
as indicated on the drawings. The pick-up booms shall be equipped with 
latching hooks and mechanism arranged to fit the pick-up lug castings 
provided on the stop logs. 

12-05. STIFF-Mfc DERRICK AND MACHINERY. . The stiff _ leg derricks 
shall be commercial- type steel structures modified as required for 
the installation indicated on the drawings. The contractor shall design, 
furnish, erect and install the derricks and machinery. Each derrick 
shall be capable of handling a 45 t° n load at 70 ft. radius. 
N&chinery for the derricks shall be commercial- type three drum hoists 
with slewing attachments, driven by electric motors. Each machine with 
the motor provided shall have sufficient capacity to hoist the 45 ton 
derrick design load at a minimum rate of 15 ft. per minute with the 
derrick provided, and to swing the derrick and lift the boom at rates 
customary in commercial practice for this type and size of equipment. 
Unit stresses, proportioning of members, connections, and other details 
of design of derricks and machinery shall be in accordance with usual 
practice for such structures and will be subject to approval by the 
contracting officer. 

12-06. ^LIL OPERATION AND TEST. . Af ter erection and before 
final acceptance, the stiff-leg derricks shall be operated a sufficient 
number of times to demonstrate to the satisfaction of the contracting 
officer that they conform to the specifications. 

12-07. PAINTING shall conform to the requirements of Section XVT. 
12-08. PAYMENT. 

(a) Payment for the stop logs, including construction, in- 
stallation and painting will be made at the respective contract unit 
prices for the various materials used in accordance with the provisions 
of Sections VII, VIII and XVI. 

(b) Payment for the two stiff-leg derricks and machinery, 
including design, construction, installation, and painting will be made 



12-1 



at the lump sum contract price "Stiff -Leg Derricks and Machinery". 

(c) Payment for the two complete pick-up booms, including 
construction and painting, will be made at the contract price per pound 
for Tick-up Boom." 









12-2 



Specif icationsg Long Sault Guard Gate - Long Sault Canal 

SECTION XIII- SECTOR GATE MACHINERY 
13-01. GENERAL* 

(a) Two sector gate machines, complete including motors • tail brakes, 
and limit switches, will be furnished by the Government and installed by the 
contractor, as shown on the drawings accompanying these specifications and in 
accordance with supplemental drawings to be furnished at a later date. All 
material and workmanship shall conform to the requirements of Sections VII, 
VIII # and EC wherever applicable. Each machine will consist of an adjustable- 
length gate strut, sector arm, sector, a commercial-type, inclosed, speed -re- 
duction unit, direct-connected high-torque, high-slip, 2-speed, 2-winding 
squirrel cage induction motor, motor operated shoe brake, and limit switch* 
The motors, tail brakes, limit switches and speed reduction units for the two 
machines will be interchangeable and of same manufacture. The general arrange- 
ment of the gate operating machinery shall be as shown on the drawings* 

(b) The location of the center of the sector pin with relation to the 
center of the gate pintle shall be within a limit of I/64 inch* 

(c) The length of the gate strut will be adjustable within a limit of 
& inch either way from the central position indicated on the drawings and de- 
tailed on later supplemental drawings 1 , by means of the adjusting spanner bolts* 
When the adjustment is completed all the spring followers shall be seated 
tightly against the spring casing lugs, thus distributing the load equally 
between the springs for operation in either direction* 

13-02. MOTORS, BRAKES AND LIMIT SWITCHES will conform to the require- 
ments of Section IX. 

13-03* WORKMANSHIP* - The machinery shall be placed in exact position 
and the parts to be concreted in shall be firmly wedged into place with steel 
wedges, after which the mortar shall be poured in and thoroughly tamped to 
bring all contact surfaces into bearing* The projecting mortar shall be 
neatly surfaced* All bolts, nuts, and screws shall be tight* Other details 
of workmanship shall conform to the requirements of Section VIII* 

13-04. PRESSURE LUBRICATION FITTINGS shall be installed as shown on the 
drawings or otherwise where required for proper lubrication of moving parts 
of the machinery* 

13*05» PAINTING* - All painting shall conform to the requirements of 
Section XVI» 

13-06* PAYMENT. 

(a) payment for installing sector gate machinery (except motors, 
brakes and limit switches), including testing and painting, will be made at 
the contract price per pound for ■Machinery, Sector Gate, Installed only." 

(b) Payment for installing sector gate motors, brakes and limit 
switches, including testing and painting t will be made at the contract 
price per set for "Motors, Brakes, and Limit switches for Sector Gate, 
Installed only". 

13-1 



Specifications: Long Sault Guard Gate - Long Sault ^anal 
SECTION XIV - WIRE ROPE FENDERS 

14-01. GENERAL. - The guard gate shall be provided with two wire 
rope fenders, located as shown on the drawings. The wire rope fenders ; 
including the operating machinery, shall be constructed, assembled and 
installed as shown on the drawings accompanying these specifications and 
in accordance with supplemental drawings to be furnished at a later date. 
The complete machinery units, including wire rope, fixed metal, motors, 
brakes and limit switches, will be furnished by the Government and installed 
by the contractor as shown on the drawings. The fender booms shall be furnished 
and installed by the contractor. 

14-02. MATERIALS AND WORKMANSHIP. - All materials and workmanship shall 
be in conformity with the requirements of Section VII, VIII, and IX wherever 
applicable and as further specified below. 

14-03. FENDER BOOM. - The booms shall be constructed of steel pipe 
conforming to par. 7-34 » framed and welded as indicated on the drawings. 
The booms shall be made up of 6 sections each and the corresponding sections 
in each boom shall be interchangeable. The pipe ends of all sections shall 
be equipped with suitable flanges to provide for bolting sections together. 

14-04. MACHINERY. 

(a) General . - The machinery furnished by the Government for the 
operation of the fenders will consist of all mechanism and parts, including 
fixed metal, necessary to provide for raising and lowering* the boom, coup- 
ling and uncoupling the ends of the wire rope, and for absorbing the energy 
of a striking vessel, all as generally indicated on the drawings. 

(b) Operating machinery for raising and lowering the boom consists 
of two cast steel rolling sectors with tooth treads operated by means of a 
crank arm attached to a shaft which is driven through a gear reduction unit 
by an electric motor, as shown on the drawings. The motors will be rated 
30/10 H«P.f 900/300 R.P.M. and provided with a tail brake and limit switch. 
The speed reduction gears, with exception of the spring gear, will be con- 
tained within a single inclosed unit of a commercial type. All speed reduc- 
tion units for fenders will be interchangeable and of same manufacture. Suit- 
able counterweight units, made of concrete with steel punchings aggregate and 
proportioned as directed by the contracting officer, shall be furnished and 
installed on the rolling sectors as indicated on the drawings, if directed by 
the contracting officer. These units shall be securely attached to the sector 
frame and shall be positioned so as not to interfere with operation of the 
fender. 

(c) Coupling pin machinery will consist of a 6 inch diameter pin 
forced through meshed sockets on the wire rope ends by means of a rack which 
is moved by a pinion connected through reduction gears to a motor, as shown 
on the drawings. The mechanism shall rotate the pin 90 degrees about its 
longitudinal axis after it is fully inserted in the rope sockets, for the 
purpose of locking the pin in place. The motor will be rated J H.P., 600 
R.P.M. and provided with a limit switch. The speed reduction gears will be 
contained within a single inclosed unit of a commercial type. All speed re- 
duction units for coupling pin machinery will be interchangeable and of same 

14-1 



manufacture. 

(d) Friction Brakes and Wire Rope . - Friction brakes for absorbing 
energy of a striking vessel shall be installed on both walls for each fender, 
each unit consisting of a brake reel and a fixed bollard as shown on the 
drawings. The brake reel consists of a nest of fixed and sliding discs 
adjusted to the required bearing by means of spring bolts. The wire rope 
will be 3i inch diameter, 6 x 37 construction, conforming to par. 7-40» 
connected to machinery and boom as shown on the drawings. 

(e) Motors, Brakes, and Limit Switches will conform to the require- 
ments of Section H. 

14-05. TRIAL OPERATION AND TEST. - After erection and before final 
acceptance, the fender boom and coupling pin machines shall be operated a 
sufficient number of times to demonstrate to the satisfaction of the con- 
tracting officer that they conform to the specifications. Necessary adjust- 
ments for counterweights on the rolling sectors shall be made as directed by 
the contracting officer. 

14-06. PAINTING shall conform to the requirements of Section XVI. 

14-07. PAYMENT. 

(a) Payment for complete wire rope fender booms, including fur- 
nishing, construction, installation in place, testing and painting will be 
made at the contract price per pound, "Fender Boom." 

(b) Payment for installing wire rope fenders machinery (except 
motors, brakes, and limit switches), including testing and painting, will be 
made at the contract priceper pound, "Machinery, Wire Rope Fenders, Installed 
only," 

(c; Payment for installing motors, brakes, and limit switches for 
wire rope fenders, including testing and painting, will be made at the con- 
tract price per set for "Motors, Brakes, and Limit Switches, Wire Rope Fenders, 
Installed only." 

(d; Payment for counterweights will be made at the contract price 
per cwt (100 lbs.; for "Counterweight. u 



14-2 



Specifications: Long Sault Guard Gate - Long Sault Canal 

SECTION XV _ MISCELLANEOUS EQUIPMENT 

15-01. GENERAL. _ j^ e i oc fc shall be provided with two sump pumps 
and two sluice gates, as shown on the drawings. 

15-02. MATERIALS AND WORKMANSHIP. . A11 Aerials and workmanship 
shall be in conformity with the requirements of Section VII, VHIt IX 

and XVI. 

15-03. SUMP PUMPS. 

(a) General . - The contractor shall design, construct, furnish 
and install two sump pumps complete with all necessary accessories as 
indicated on the drawings or specified herein. 

(b) The sump pumps shall be designed for a capacity of xxx 
200 g.p.m. at 20 foot head, centrifugal, vertical shaft type with electric 
motor above, equipped with float switch and automatic starter. The 
accessories to be furnished with each pump shall include the necessary 
intake and discharge pipe, shafts and bearings, one gate valve and 

one check valve installed in the discharge pipe. 

(c) Payment . - Payment for the two sump pumps, complete including 
motors, discharge pipes, shafts and bearings, gate valves, 

check valves, and other accessories and painting, will be made at the 
lump sum contract price for "Sump Pumps". 

15-04. SLUICE GATES. 

(a) General . - The contractor shall design, construct, furnish, 
and install two sluice gates complete witn guides, frames and provisions for 
manual operation from the top of the lock walls, as indicated on drawings 
or specified herein. The two gates shall be installed in the water supply 
culverts for passing flow to the pool below the guard gate when the 
emergency dams are in place. 

(b) Each sluice gate shall be self-contained type with 
square spigot frame, adjustable side wedges and non-rising stem, similar 
and equal to that shown in Table No. 10, Bulletin No. 25 of the Chapman 
Valve Manufacturing Company. It shall be 48" x 48" size and shall be 
designed for a seating pressure produced by a 50 ft. hydrostatic head. 
The operating stems shall be of the lengths required to permit operation 
by removable hand-operated floor stands at the top of the lock wall, as 
indicated on the drawings. Stems shall be steel except for the threaded 
section which shall be bronze. 

(c) Payment . - Payment for the sluice gates installed com- 
plete including frames and painting will be made at the contract price 
each for "Sluice Gate." 



15-1 



Specifications * Long Sault Guard Gate - Long Sault Canal 

SECTION XVI . PAINTS AND PAINTING 

16-01. GENERAL. t^ e requirements set forth in this section in- 
clude both shop and field cleaning and painting. Unless otherwise 
specified or authorized, all paint materials shall conform to the 
current Federal Specifications wherever applicable. Where Federal 
Specifications are not applicable, material shall be as specified, 
or otherwise subject to the approval of the contracting officer. All 
colors shall be as specified or subject to the approval of the con- 
tracting officer. All paint, when applied, shall provide a satisfactory- 
film and a smooth even surface, except when sand reinforced, and under- 
coats shall dry without excessive gloss, suitable for the proper appli- 
cation and adhesion of subsequent coats, as approved by the contracting 
officer. Where necessary, in the opinion of the contracting officer, 
to suit the conditions of surface, temperature, and weather existing 
at the particular time of application, the packaged paint may be 
thinned by the addition of not more than one pint per gallon of mineral 
spirits (paragraph l6-l0(a)) immediately prior to application, provided 
that in no case shall the viscosity of the paint be reduced to a point 
where the specified maximum coverages will be exceeded. To distinguish 
several paint coats of the same color the contracting officer may re- 
quire the addition of carbon black to give each coat a different shade. 

16_02. SURFACE CLEANING AND PREPARATION. 

(a) Shop Cleaning . - All surfaces of miter gates and seg- 
mental valves except interior surfaces of valves and air chambers 
shall be thoroughly cleaned of all mill scale and other foreign sub- 
stances to base metal, by sandblasting or any other method approved 
by the contracting officer. All other exposed metal surfaces to be 
painted shall be thoroughly cleaned of all loose millscale and other 
foreign material by wire brushing and/or flame cleaning. 

(b) Field Cleaning . - All painted ferrous surfaces of the sector 
gate shall be cleaned of all psint, rust, dirt, and other foreign 

matter by sandblasting. All other shop primed surfaces shall be 
cleaned of dirt, oil, or ether foreign substances by the use of mineral 
spirits or other approved cleaning agents, immediately prior to the 
application of field coats, and all blisters and breaks in the paint 
film shall be cleaned to base surface by wire brush or scraper. 

(c) Protection of Surfaces . - Care shall be taken to ade- 
quately protect all machinery parts, threads, and finished surfaces 
during cleaning and preparation. 

(d) Inhibition . - No shop inhibitive treatment will be re- 
quired. All surfaces cleaned in the field by sandblasting, or equally 
effective method, shall be treated with a chemical rust inhibitor 
(paragraph 16-07). The inhibitor shall be applied as soon after clean- 
ing as practicable, and prior to formation of any forms of corrosion 
from atmospheric moisture, or other causes. The inhibitor shall be 
applied by brush and permitted to dry. This chemical inhibitor however, 
shall be applied only under conditions such that the temperature of 

the surfaces to which applied and the air in contact therewith, are 
between 50 degrees F. and 110 degrees F. , in order to insure proper 
chemical reaction with the metal. After drying, any unneutralized 

16-1 



reactive residue on the surfaces shall be removed by thorough wiping 
with wet cloths. The inhibited surfaces shall than be permitted to 
dry thoroughly and shall be brushed with a broom to remove the dry 
duty reaction product, after which a standard priming coat of paint, 
as indicated, shall be applied as soon as practicable, but in any 
event prior to deterioration or destruction of the inhibited surface. 
Should the inhibited surface be damaged or destroyed at any point by 
any means whatsoever, the surfaces shall be cleaned and re-treated 
in approved manner prior to applicaion of the paint. 

16-03. PAINT APPLICATION. 

(a) All painting shall be done in a neat, thorough, and 
v.orkmanlike manner. Except where otherwise specified or specifically 
directed, all paint coats shall be applied by either brush or spray 
in such manner as to produce an even coating of uniform thickness com- 
pletely coating all corners and crevices. All painting shall be done 
by thoroughly experienced workmen. Care shall be exercised during 
spraying to hold the nozzle sufficiently close to the surfaces being 
painted to avoid excessive evaporation of the volatile constituents 
and loss of material into the air. Paint shall be applied only to 
surfaces that are thoroughly dry and only under such combination of 
humidity and temperatures of the atmosphere and surfaces to be painted 
as will cause evaporation rather than condensation. A practical test 
is to wipe a damp cloth on the surface to be painted. If the moist 
streak dries promptly, conditions conducive to evaporation prevail. 
In no case shall any paint be applied to surfaces upon which there is 
frost or moisture condensation, or during rainy or misty weather, with- 
out suitable protection as approved by the contracting officer. Painting 
during unfavorable weather conditions shall be carried on under a pro- 
tective covering erected for this purpose, while any painting is being 
done, the temperature of the surfaces to be painted and of the atmos- 
phere in contact therewith shall be maintained at or above 50 degrees F. 
All paint when applied shall be approximately (within fifteen degrees of) 
the same temperature as that of the surface on which it is applied. 
Where protection is provided for paint- surf aces, such protection shall 
be preserved in place until the paint film has properly dried and 
removal of the protection authorized by the contracting officer. Items 
which have been painted shall not be handled, worked-on or otherwise 
disturbed until the paint coat is completely dry and hard. After delivery 
at the site of permanent erection or installation, all shop-primed metal 
work shall be kept clean and free from corrosion. The surfaces shall 
be repainted or retouched from time to time, when in the opinion of the 
inspector it becomes necessary, using the same type of paint as the 
priming coat. Where field-painting at the site has been commenced on 
any portion of the work, the complete painting operation, including 
priming and finishing coats, on that portion of the work, shall be 
completed within 30 days after the date of such commencement. All 
coats on all painted surfaces shall be unscarred at the time of appli- 
cation of all succeeding coats, and when in the opinion of the contract- 
ing officer it becomes necessary, all coats shall be maintained by 
retouching or repainting, using the proper paints for the respective 
coats. After completion of painting, all glass, woodwork, and hardware 
and other surfaces not required to be painted shall be cleaned to the 
satisfaction of the contracting officer. 

16-2 



(b) Coverage .- The surface area covered per gallon for each 
type of paint specified shall be not greater than the following: 
On smooth metallic surfaces; 

1st Priming Coat_ m 600 Sq. Ft. 
2nd • » " 425 " " 

1st & 2nd Finish Coats 550 ■ " 
On sanded priming coat: 

Sanded Primer Coat _ _ — _ 424 Sq. Ft. 

1st Finish Coat _ SSSSS^ " " 
2nd Finish Coat Z Z Z Z Z Z Z 300 " " 
3rd Finish Coat _ Z Z Z Z Z Z 400 " " 

16-04. PRIMING COATS. 

(a) Unpainted Surfaces .- The surfaces of all ferrous metal 
work to be embedded in the concrete, machined surfaces, surfaces re- 
quiring weldings, and surfaces whioh will be in riveted contact shall 
not be painted unless otherwise specified. 

(b) Shop Priming . 

(1) Unless otherwise specified all exposed ferrous metal 
shall receive one shop coat of Synthetic Red Lead Primer* 

(2) Machinery and mechanical equipment (except threads 
and finished surfaces) subject to exterior atmospheric exposure, shall 
receive one shop coat of Synthetic Red Lead Primer. 

(3) Interior machinery, mechanical and electrical equip- 
ment shall receive at least one priming coat of an approved synthetic- 
varnish paint compatible with the synthetic enamel approved for finish 
coats. 

(4) Machined surfaces shall, immediately after final 
inspection be thoroughly cleaned of all foreign matter and coated with 
Rust Preventive Compound, U. S. Army Specification 2-84A. 

(5) Screw threads shall be protected by a coating of 
heavy oil. 

(c) Field Priming . 

(1) All ferrous surfaces of the sector gate shall be 
treated as follows: After cleaning by sandblasting, the surfaces shall 
be inhibited and painted with one coat of Synthetic Red Lead Primer. 

In this coat, a heavy uniform cource of perfectly clean sand (see para- 
graph 16-11 (f)) shall be thoroughly and uniformly embedded within 15 
minutes after application of the paint, or in any event before the paint 
has set to such extent as to prevent the proper embeddment and adhesion 
of the sand particles. The sand shall be applied by air spray at re- 
duced pressure or in any other manner which will insure thorough em- 
beddment of the maximum volume of sand particles without appreciable 
movement of the paint film. This coating shall be allowed to dry for 
a minimum of 48 hours prior to application of finish coats. 

(2) All other surfaces shall receive a second priming 
coat of Synthetic Red Lead Primer after final erection in place in the 
structure. Surfaces which will be inaccessible after erection shall be 
painted prior thereto. 

16-05. FINISH COATS. 

(a) general .- Unless otherwise specified, or authorized, 

16-3 



the sand reinforced painted metal shall be given three coats of Gray 
Finish Enamel (See paragraph l6-06(d)). Exposed primed surfaces of 
all other metal work shall receive 2 coats of Gray Finish Enamel. 
The priming coat over which it is applied shall be thoroughly d ry 
and hardened, and at least a 24-hour interval shall be allowed between 
two successive finish coats and not less than 5 days for hardening of 
the final coat before being submerged in water. In any case, all 
finish painting shall be completed within 30 days after application 
of the first field-priming coat. 

(b) Interior IVfecbanical and Electrical Equipment and parts 
for installation within buildings, and not subject to either water or 
atmospheric exposure, shall, unless otherwise specified or authorized, 
receive two coats of Heat Resistant Primer and Finish-Ms tal, except 
that parts not usbject to temperature in excess of 150° F. may be given 
two coats of a high quality synthetic resin enamel, similar and equal to 
"Lustrlife" Enamel as manufactured by the St. Louis Surfaceer and Paint 
Company, St. Louis, Missouri, 

16-06. PAINTS AND PAINT FORMULAE. 

(a) General . - Paints shall have the composition as indicated 
below and shall be of a color matching the color clips attached or as 
otherwise approved by the contracting officer. All paints shall be 
guaranteed by the manufacturer not to gell, liver or thicken deleter- 
iously or form gas in a closed container within a period of one year 
from date of manufacture. 

(b) Processing of Paints . 

(1) Except where otherwise specified or authorized, 
all paint shall be made by grinding together dry or paste pigments 
and a liquid vehicle to form a smooth paint that will flow freely and 
will not settle or react- deleteriously in containers. 

(2) Grinding shall produce a fineness such that coarse 
particles and skins will not exceed 1.5 percent (total residue left 

on No. 325 mesh screen, based on pigment). The grinding shall be done 
in a roll or pebble mill at temperatures that will not cause poly- 
merization. 

(3) Skinning shall be negligible after exposing 6 ounces 
of paint in a tightly closed 8 ounce glass container to sunlight for a 
total time of 24 hours. 

(4) The resulting paint shall have satisfactory brushing 
and leveling properties, shall set to touch in not less than one hour 
nor more than four hours, unless otherwise specified, and shall pro- 
vide a satisfactory film and a smooth even surface without undue gloss, 
suitable for proper application and adhesion of subsequent paint coats, 
as approved by the contracting officer. Sufficient suitable driers 
shall be added to make the paint dry hard within 18 hours. 

(5) In view of potential variations resulting from 
variable processing equipment and technique, the manufacturer may be 
allowed, where necessary to produce the specified viscosities, to make 
slight changes in formula proportions, subject to specific approval of 
the contracting officer. 

(c) Synthetic Red Lead Primer , to be used under all gray 
enamel finish coats shall be composed of materials conforming, where 
applicable, to the specified requirements and mixed in the proportions 
as follows: 

I6-4 



Red Lead l6.5£ by weight 

Iron Oxide 38.2^ 

Zinc Yellow 5.5% 

Diatomaceous Silica_ 6.0^ 

Vehicle (See par. 18-08) 28. 0# 

Thinner 5'&% 

The paint shall have a consistency of flow of between 25 and 1±0 seconds 
through the 0.15 inch diameter orifice of a standard consistency cup 
when tested in accordance with the procedure specified in paragraph 9 
and 10 of A.S.T.M. , Specification D 333-37 for "Methods of Testing 
Nitrocellulose Clear Lacquers and Lacquer Enamels". It shall have 
satisfactory brushing and leveling properties, shall set to light touch 
in not less than 2 hours nor more than 5 hours, and shall dry hard for 
recoating in not more than 18 hours, when tested in accordance with 
paragraph P-2d of Federal Specification TT-V 8la, entitled "Varnish; 
Mixing (for) Aluminum Paint". The vehicle shall be a synthetic resin 
varnish consisting of a phenol formaldehyde resin with the necessary 
oils and volatile thinners to produce elasticity, water-proofness, 
adherence, and durability in the finished paint film. It shall meet 
the detailed requirements of paragraph 16-08. 

(d) Gray Finish Enamel . - Unless otherwise specified, all 
finish paint for all metal surfaces shall have the following composition 
and properties: 

Coloring pigments 0.5 lbs. (approx.) 

Lead Titanate _ _ 3.0 lbs. 

Magnesium silicate _ _1»° lbs. 

Acicular Zinc 0xide_ _0.25 lbs. 

Vehicle (See par. 18-08) 1.0 gallon 

The paint shall have a consistency of flow of between 18 and 40 seconds 
through the 0.15 inch diameter orifice of a standard A.S.T.M. consistency 
cup. The enamel shall have good self leveling properties and when 
brushed or sprayed on a vertical surface at a coverage rate of 500 
square feet per gallon shall dry hard and elastic without running, 
streaking or sagging. 

(e) Gray Heat Resistant Primer and Finish Paint for Metal 
shall have the following composition: 

Coloring Pigments _ 1.0 pound (approx.) 

Titanium Dioxide_ .3*0 pound 

Vehicle _ _ 1.0 gallon 

Driers - sufficient approved driers to make the paint dry hard 
in 10 hours. 

The vehicle shall be a glycerol-phthalate resin varnish of the 
following composition: 

Clycerol-Phthalate Resin Solution _ 3/4 gallon 

Mineral Spirits 1/4 gallon 

The glycerol-phthalate resin solution shall consist of 70 percent 
by weight of glycerol-phthalate resin dissolved in 30 percent by 
weight of xylol and shall be similar and equal to "Rezyl" Mo. 110, 
Solution No. "C" as manufactured by the American Cyanamide & Chemical 
Corporation, 30 Rockfeller Plaza, New York, N, Y. 

16-07. CHEMICAL RUST INHIBITOR, to b e used where specified or 
required, shall be an approved compound of water, a wetting agent, 
a viscosity agent, phosphoric acid, and sodium dichrom&te. The concen- 
tration of the solution at the time of application shall be such that 

16-5 



the Crthophosphoric acid (H^PO, ) content shall be between 7*0 and 9*0 
percent (by weight) and the Sodium Bichromate approximately 0.75 percent. 
Commercial chemical rust inhibitor's of composition somewhat different 
from this may be acceptable in lieu thereof, subject to approval by the 
contracting officer of results of approved tests showing that the in- 
hibiter, when applied in accordance with instructions of the manufactur- 
er, will identically affect ferrous surfaces as the specified compound 
in the following ways: 

(a) Chemically react with rust and surface metal to etch 
the surface, form a dull grayish coating of iron-chroma te-phosphate, 
and produce a rust-inhibited surface receptive to the firm bonding of 
the priming paint. 

(b) After initially being thoroughly dried, the inhibited 
surface shall show no deleterious rusting when subject to light rain 
or to other dampening agency for a period of not less than 4 hours. 

(c) Leave no unneutralized active chemicals on the surface. 

16-08. PHENOLIC RESIN VARNISH VEHICLE shall conforra to the 

following requirements: 

(a) Oil-resin ratio shall be 33 gallons of oil to 100 pounds 
of resin. 

(b) Shall be clear and transparent and entirely free from 
rosin, estergura or other non-phenolic resins. .Not less than 50 percent 
by weight of the vehicle shall consist of non-volatile oil and resin. 

(c) The resin content shall be 100 percent para phenyl 
phenol-formaldehyde condensate similar and equal to Eakelit BR 254 > 
and shall conform to the current U. S. Navy Department Specification 
52R10 entitled "Resin Phenol-Formaldehyde . n 

(d) The volatile thinner shall contain not more than 80 
percent mineral epirits and not less than 20 percent high flash coal 
tar naphtha or high flash hydrogenated petroleum naphtha and shall be 
free from toxic hydrocarbons such as benzol. 

(e) The oil content shall be a ternary oil mixture composed 
of 40^ linseed, 30% liquid oiticica, and 3^t "dehydrated" castor oil, 

(f ) The flash point shall be not belovr 30° C. in a closed 
cup tester. 

(g) Shall pass a Kauri Reduction Test of 120 percent, using 
the method described in paragraph F-2g, Federal Specification TT-V-81 
for "Varnish; Mixing (for) Aluminum Paint." 

(h) Shall show no skinning after 4^ hours in a 3/4 filled, 
tight container. 

(i) Flow-out films on tin plate panels dried 72 hours shall 
withstand immersion in cold water for 96 hours, and in distilled water 
at 200° F. for 7 hours without showing more than a slight haze which 
shall disappear y/ithin one hour, and shall show no other signs of de- 
terioration. The panel shall be allowed to dry and cool for 15 minutes 
after removal from hot water and shall then be inspected for signs of 
failure. 

16-09. PIGMENTS. 

(a) Carbon Black shall conform to either Federal Specifi- 
cation TT-B-601 , entitled "Boneblack; Dry, Paste-in-Japan, Paste-in- 
Cil" or Federal Specification TT-L-71 entitled "Lampblack; Dry, 
Paste-in-Japan, Paste- in-oil. • 

16-6 



(b) Lead Titanate shall be similar and equal to Titanox 
"L" as manufactured by the Titanium Pigment Corporation. 

(c) Red Lead shall conform to Federal Specification TT-R- 
191a (97) percent Grade for "Red Lead; Dry and Paste-in-Oil." 

(d) Iron Oxide shall contain not less than* 98 percent 
Fe Q q and shall not contain any organic coloring matter. 

J (e) Diatomaceoug Silica shall be an approved commercial grade 

(f) Zinc Yellow shall contain not less than 40 percent CrO_. 
It shall be a basic zinc potassium chromate, soluble in acetic acid, 
free from lead compounds, and containing no added zinc oxide, and shall 
be stable or non-reactive with the pigments and vehicles specified. 

(g) Titanium Dioxide shall be similar and equal to either 
"Ti-Pure 0" as manufactured by Krebs Pigment & Color Corporation or 
"Titanox NC" as manufactured by the Titanium Pigment Corporation. 

16-10. THINNERS AND SOLVENTS. 

(a) Mineral Spirits shall have the following properties: 
Gravity m .43-37 degrees Baume 
Flash Point (Closed cup)_ _ 100 degrees F. Min. 
Initial Boiling Point __ _ 300-310 degrees F. 

End Point _ _ 405 degrees F. Max. 

A.S.T.M. Copper Strip Test Negative 

Solvency (Kauri-Butanol) - 41 cc(a) 77 degrees F. Min. 

(b) Dipentine shall have the following properties: 

Maximum Minumum 
Specific Gravity at 15.5°C 0.854 0.845 

Refractive Index at 20°C. . 1.477 1.472 

Un polymerized Residue (per- 
cent 38N2Hh s °) 2 *5 
A.S.T.M. Distillation Range: 

% Distilling at _ 173 degrees C. 

10£ Distilling at _ 175 degrees C. 

97% Distilling at 188 degrees C. 

Color-Lovibond 500 Amber _ 3 

Appearance: Clear and free from suspended matter. 

(c) Toluol shall conform to U. S. Navy Department Specifi- 
cation 5 2 T7 entitled "Toluene (Tulouol)," except that it shall have a 
solvency (Kauri-Butanol Method) of not less than 100 cc. at 77° F. 

(d) Xylol shall conform to A.S.T.M. Specification D364-36 
for "Industrial Xylene (Xylol) or "Solvent Naphtha", except that it 
shall Q have a solvency (Kauri-Butanol Method) of not less than 93 cc. 
at 77 F. 

(e) Normal Butyl Alcohol (Butanol) shall conform to A.S.T.M. 
Specification D304-33 for "Butanol (Normal Butyl Alcohol)." 

(f ) Ethylene Glycol Monoethyl Ether shall conform to A.S.T.M. 
Specification V331-35 for "Ethylene Glycol Monoethyl Ether." 

16-11. MISCELLANEOUS MATERIALS. 

(a) Oil, Linseed JJJ-0-331 for "Oil; Linseed, Boiled," or 
JJJ-O-336, for "Oil; Linseed, Raw," as specified or required, 

(b) Insulating Varnish , U. S. Navy Department Specification 
52-V-13D, entitled "Varnish; Insulating, (for) Electrical Purposes." 



16-7 



(c) Creosote TV. int for surface treatment of timber shall con- 
form to Federal Specification TT-W-56la, entitled "Wood Preservative, 
Creosote (for) Brush and Spray Treatment." 

(d) Ortho-Phosphoric Acid (H^PO^), shall be a commercially 
pure product, in liquid form, containing not less than 75 percent BzTOa. 

(e) Sodium Dichroroate , (Na-Ci'pO™), shall be a commercially 
pure product in crystalline form containing not less than 85 percent 
Ma^CrpOy. 

(f) <?and shall be perfectly clean, dry, de-dusted, silica 
sand particles, graded so that not more than 5^ will be retained on a 
No. 30 mesh sieve and not more than $% will pass a No. 50 mesh sieve, 
and shall be obtained by a wet-washing process. 

16-12. INSPECTION. 

(a) Unless otherwise specifically authorized, inspection of 
all materials for the paints and chemical rust inhibitor and the manu- 
facture therof, will be made by a representative of the contracting 
officer. All samples of materials and of the finished processed pro- 
ducts will be tested and analyzed for conformity with the specifica- 
tions by the Government. The inspector will collect for testing, 
samples of each of the materials to be used in the manufacturing pro- 
cesses and will then seal the material containers until test results 
from the samples indicate that the various materials conform to speci- 
fications. He will witness the breaking of the seals on the approved 
material containers and the compounding of the materials for the product 
being manufactured, will collect samples of the finished product for 
testing, and will witness the placing, sealing, and labeling of the 
finished product in containers for shipment. After the finished pro- 
ducts have successfully passed the prescribed test, shipment of the 
sealed containers will be authorized, 

(b) In the case of ready-mixed and packaged paints of standard 
manufacture, other than those specified by trade name, the contractor 
shall furnish a sample in the standard stock package, together with a 
certified copy of the complete chemical analysis, for test and approval 
by the contracting officer. 

16-13. PAINT FOfi *^TENANCE # - To insure that paint used for 
maintenance after completion of the work shall match the original, the 
contractor shall furnish to the Government not less than one gallon and 
not more than ten gallons of each color used. The quantity of each 
color furnished shall be determined by the contracting officer from 
consideration of the severity of usage to which the surface on which 
it is applied is likely to be subjected. 

l6-ll{. EA-YldEHT for all paint and painting will be included in 
the contract price for the respective metals or items painted. 



16-8 



Specifications: Long Sault Guard Gate - Long Sault Canal 

SECTION XVII - GOVERNMENT FIELD OFFICE 



17-01. GENERAL.- The contractor shall construct a temporary field office 
for use by the field force of the contracting officer, complete and ready for 
occupancy in accordance with the drawings and specifications. The contractor shall 
complete the field office to such extent as will permit occupancy within 30 cal- 
endar days after date of receipt of notice to proceed and the entire building com- 
plete with all fixtures and installations shall be completed within 60 calendar 
days after receipt of notice to proceed. The building will be located at a site to 
be selected by the contracting officer after award of the contract. It is the 
intent of the Government to locate the building in the proximity of the contractor's 
office and shops at the site of the work. All materials specified shall conform in 
all respects to current Federal Specifications whenever applicable. All other 
materials shall be as specified or otherwise required by the contracting officer. 

17-02. FEDERAL SPECIFICATIONS.- Applicable Federal Specifications for 
material required for the field office are as follows: 



Material 
Cable and Wire 

Galvanized Iron 

Galvanized Pipe 

Glass 

Lumber 

Magnesia 

Pipe-Soil 
Pipe-Fittings 



FEDERAL SPECIFICATIONS 
Serial Number 

J-C-106a 



QQ-1-696 

tf-P-403a 

DD-G-451 

MM-L-751b 

HH-M-61 

WW-P-401 

WW-P-50la 

WW-P-521a 



Title 

Cable and Wire; Rubber- 
Insulated, Building- 
Type Heat -Resistant grade 
(0 to 5,000-volt service J 
Iron and Steel; Sheet, 
Black and Zinc-Coated 
(Galvanized) 

Pipe*, Steel and Ferrous - 
Alloy, "Wrought, Iron- 
pipe-Size 

Glass; Flat (for) 
Glazing Purposes 

Lumber and Timber; 
Softwood 

Magnesia; Block, Cement, 
and Pipe Covering 
(Molded) 

Pipe and Pipe-Fittings; 
Soil, Cast-iron 

Pipe-Fittings; Cast-iron 
(threaded) 

Pipe Fittings; Malleable- 
Iron (threaded) 



17-1 



Vjaterial 
Roofing 



Plumbing 



Putty 

Venetian Blinds 
Sheathing Paper 
Wall Board 

Wire Mesh 



Serial Number 
SS-R-511 

WW-P-541a 
TT-791a 

LLL-B-44I 
UU-p-536 



SS-W-5la & 
Amendment 1 dated 
October 1937 

Qft-B-lOlc 



Title 

Roofing; Asphalt ani 
As be st os -Prepared, 
Mineral -Surfaced 

Plumbing - Fixtures 
(for) land use 

Putty; Pure -Linseed 
Oil, (for) Wood Sash 
Glazing 

Blinds; Venetian, Wc 
Slat (Type I) 

Paper; Sheathing, 
Waterproof 

Wall -Board; Gypsum 



Bases, Metal; (for) 
Plaster and Stucco 
Construction 



17-03. EXCAVATION, FILLING AND GRADING 

(a) The contractor shall make the necessary excavation for the parking lot 
area, foundation, footings, fuel tank, septic tank, pipings and drains as shown on the 
drawings. The contractor shall remove all necessary rock and other obstructions, grade 

and cover with 4 inches of rolled bank run gravel fill, a parking space large enough t< 
accommodate 15 automobiles; provide suitable gravel surfaced driveways from the park- 
way area to the contractor's access road; gravelled walkways necessary for access from 
office to parking area and roadways in the vicinity. All walkways will be covered with 
inches of rolled bank run gravel fill, built to line and grade as staked in the field* 

(b) Furnace Room. - The foundation area covered by the furnace room shall 
be stripped to a depth sufficient to remove all vegetable matter, then refilled and 
tamped with pervious material as directed by the contracting officer to a grade 4 inches 
below the floor grade as shown on the drawings. 

17-04. FOUNDATION. - The foundation and footings shall be of class n B" concrete, 
having 1-1/2 inch maximum size aggregate, in accordance with Section V of these specific 
tions, constructed to line and grade as shown on the drawings. The foundation posts sha 
rest on the footings and after being set to exact line and grade shall be anchored into 
place by backfill thoroughly tamped in thin layers to the height of finished grade as 
shown on the drawings. The girders supported on top of the posts and foundation shall 
be securely anchored thereto by bolting as shown on the drawings. Bolts in the foundati 
will be placed during concreting operations. 



17-05. CONCRETE FLOORS. - The floor in the furnace room shall be of Class»A* 
concrete, in accordance with Section VI of these specifications, 4 inches thick, 
trowelled level, smooth and to a straight edge, or as specified. The furnace room 
floor shall have floor drain and trap located as shown on drawings, set 1 inch below 
floor grade and the floor trowelled smooth and to a straight edge from the drain to 
floor grade at each side. Subfloor construction shall be as shown on the drawings. 

17-2 



Reinforcing for concrete floors shall be 4-inch by 12-inch welded wire fabric 
of No. 10 and No. 12 wire gage. 

17-06. FRAMING. - Lumber for framing shall be equal to No. 2 common fir. 
It shall be thoroughly seasoned, straight, even sawed, square cornered, sound 
and free from defects which may impair its strength, durability or its useful- 
ness, for the purpose intended. All lumber shall be of commercial sizes, sur- 
faced four sides unless shown or specified otherwise. The framework shall be 
constructed as indicated on the drawings and shall be erected in a substantial 
manner. Studding shall not be spaced over 16 inches on centers for exterior 
walls and not over 24 inches on centers for interior walls, doubled at all open- 
ings larger than the normal spacings and when cutting through joists, or rafters, 
headers shall be provided to double the framing around the openings. Double 
studs shall be provided at all corners of the building. Knee braces shall be 
provided from the corner studs to the fifth stud, diagonally from bottom plate 
to top plates at all corners of the building. Ridge board shall be provided at 
the ridge of the roof. All spiking of assembled members of framing shall be 
clinched by not less than l/4-inch. Rafters and ceiling joists shall be spaced 
at 24-inch centers or as shown on drawing. 

17-07. FLOORS*- - Flooring shall be 1-inch by 4-inch tongue -and -groove clear 
edge grain, kiln dried, B grade fir or equal, and shall be driven up tight, blind 
nailed and sanded. Before laying the flooring a layer of water proof building 
paper shall be stretched over the top of the joists and tacked in place. All 
flooring shall be satisfactorily prdtected from dampness and the weather before 
being placed. Floor joists shall be spaced on 16-inch centers. 

17-08. SIDING. - The outside faces of the building shall be covered with 
25/32" asphalt-covered fibre sheathing nailed securely to every 2" x4 n stud with 
8d flat-headed wire nails. The outside siding is to be formed of asbestos 
shingles laid according to best current practice with backing strips at each 
vertical seam. 

A 20 gage galvanized iron flashing shall be run continuously along the sill 
of the building and buried at least 12 inches below the finished ground line. 
All seams shall be soldered. 

17-09. ROOFING. - Roof sheathing shall consist of 1-inch by 6-inch No. 2 
fir or equal, dressed and matched on both sides with no beading. The roofing 
shall be double-coated strip shingle similar or equal to "Flintkote" roofing 
weighing not less than 210 pounds per square. The roofing shall be securely 
fastened with large headed, 3/4 inch galvanized roofing nails. All seams, nail 
holes and other breaks in the roofing shall be thoroughly sealed with an approved 
mastic roofing cement. The ridge shall be covered by a strip of roofing not less 
than 12 inches in width, bent over the ridge and securely sealed and nailed on 
each side. Galvanized iron flashing shall be provided and installed as shown on 
the drawings or as directed by the contracting officer. 

17-10. WALLS AND CEILINGS. 

(a) General . - With the exception of the bathroom and furnace room, 
the inside of all exterior walls, both sides of all interior walls and all ceil- 
ings shall be covered with l/2-inch insulating board similar and equal to "Calo- 
tex* extending from floor to ceiling, securely fastened to all bearings. One- 
inch quarter round mouldings shall be provided at all corners. The edges of 
the insulation board shall be beveled at joints. 

17-3 






(b) Furnace Room . - The insulating board for walls and ceilings of 
furnace room shall be 3/8 inch gypsum board, applied and finished in accordance 
with subparagraph (a), above, 

(c) Walls and Ceiling; Bathroom * - The ceiling shall be covered with 
1/2 inch insulating board, similar or equal to "Celotex." The inside of the 
exterior wall and all interior walls shall have a covering of pressed wood 
similar to "Masonite" extending 4 , -0 B above the floor. Above that point, 

1/2 inch insulating Soard similar and equal to "Celotex" shall be used. 
Moulding of 1-inch by 3-inch No. 2 fir, or equal, shall be placed over the joint 
where the pressed wood and insulation board join. The edges of the insullation 
board shall be beveled at joints. One-inch quarter round shall be placed at 
all vertical corners and in horizontal corners along the ceiling. 

(d) Shower Stall . - The contractor shall furnish and install a commercial 
shower stall, complete with fittings, as shown on the drawings, similar and equal 
to "Marine No. 15," manufactured by the Fiat Metal Manufacturing Company, Chicago 
Illinois. 

17-11. EXTERIOR TRIM. - Exterior trim shall be equal to No. 2 fir, finish - 
ing stock 3/4 inch thick except as otherwise noted. Door and window casings shall 
be 3/4 -inch by 3~l/ 2 inches wide. All other exterior finish shall be to size 
as indicated on the drawings. Insulating wool of a quality satisfactory to the 
contracting officer shall be placed entirely around all window frames and around 
the jambs and heads of all door frames as shown on drawings. 

17-12. INTERIOR WOOD FINISH. - All interior wood finish shall be equal to 
No, 2 fir finishing stock throughout, 3/4 inch or 13/l6-inch thick and of sizes 
as indicated on the drawings. Water closet stalls shall be 6 foot-4 inches high 
finished as shown on the drawings or as directed by the contracting officer. 
Over each lavatory a l6-inch by 24-1/2 inch mirror with white enamel metal frame 
shall be installed. Instrument cabinets shall be constructed as shown on 
drawings or as directed by the contracting officer. 

17-13. WINDOWS AND FRAMES. - windows shall be of stock pattern, with a 2* 
-10" wide by 2'6" high, No. 2 fir, or equal, double hung sash or as shown on 
the drawings, glazed with clear glass. Windows in bathroom shall be single 
sash, hinged at bottom to open inward, glazed with clear glass, and fitted 
with cabinet latches. All frames shall be constructed so as to receive screens 
or storm windows, and as shown on the drawings. All glass will be as specified 
in paragraph 17-02. 

17-14. DOORS AND FRAMES. - Exterior doors shall be solid construction, equal 
to No. 2 fir, 1-3/ij. inches thick, designed as shown on the drawings. The upper 
part shall be of glass equal to that specified in paragraph 17-02 set in 
place with wooden stops on the inside and securely bradded and puttied outside. 
Interior doors, unless otherwise specified, shall be 1-3/8 inches thick, equal 
to No. 2 fir and shall have five cross panels. Standard stock doors of equal 
quality and size will be acceptable. Doors for water closets shall be 2'-0" 
x 4' 6" frames made up of 3/4" x 3-1/2" framing and covered with pressed wood 
1/8" thick similar and equal to "Tempered Presdwood" manufactured by Masonite 
Corporation. Doors for the instrument cabinet shall be l'-8" x 7'-8" as 
shown on drawings made up of 1-1/8" x 3" framing and covered with pressed wood 
1/8" thick. The interior side of the furnace room shall be covered with 28 
gage galvanized iron as shown on the drawings. 

17-15. SCREENS. - All windows and outside doors shall be equipped with 
screens. Window screen frames shall be constructed of No. 2 fir, or equal, 

17-4 



1-1/8 inches thick with 2-inch side and top rails and 3-V 2 inch bottom rails, 
divided at the center horizontally by a 2-inch rail. Screen door frames shall 
be of same material and construction as specified for windows, but with two horizontal 
intermediate rails, one at 2-1/2 feet and one at 3*0 feet from bottom. 
Standard stock screen doors of equal quality and size will be acceptable. All 
screen wire shall be of l6 mesh to the inch, galvanized, conforming to Federal 
Specifications RR-C-451a for "Cloth; Wire Screen." Type "D", stretches and secur- 
ed with suitable wood strips, well bradded. Suitable screen shall be placed 
over the bathroom windows. 

17-1&. LOUVRES. - Wooden louvres shall be constructed and installed at 
both ends of the building as shown on the drawings. Removable screens and storm 
portection panels shall be furnished and installed in louvres, as shown on the 
drawings. 

17-17 VENETIAN BLINDS. - All double hung windows, except in the furnace 
room shall be fitted with Venetian blinds with rust proof hardware fittings, 
automatic card lock stopping device and spiral gear to tilt slats. The 
wooden slats shall be finished in ivory or cream color and the tape shall 
harmonize with the finish color of the wood. The blinds shall conform to the 
requirements of Federal Specification LLL -B-441 for "Blinds; Venetian, Wood- 
Slat" (Typel). 

17-18. HARDWARE. - The contractor shall furnish and install all hardware 
specified below. All hardware shall be accuretely and securely installed. At 
completion, all keys shall be delivered to the contracting officer or his 
representative properly labeled. All hardware shall be of stock design with 
sanded brass finish, and shall be of the following types, as specified. 

(a) Entrance Doors . 

2 sets - l£ prs. of 3i" * 3"fc" loose pin» butt hinges. 
2 cylinder locks with 5£" x 3-5/&* * 3A" case. 

(b) Interior Doors 

6 sets - l£ prs. of 3i" x 3£" loose pin butt hinges. 
6 mortise locks with 3-5/8" x 3-7/8" case. 

All locks shall be complete with two keys and approved knobs, latches, and 
escutcheons. 

(c) Windows . 

100 Iron easy spring window bolts and fasteners. 
4 prs. 1-i" x l£" tight pin, butt hinges. 

(.Bathroom Windows) 
2 cabinet latches (Bathroom Windows). 

(d) Water Closet Doors 

2 latches and keepers 

4 pr. spring hinges (for 3/4 inch doors) 



17-5 



(e) instrument Cabinets . 

4 night locks complete 

8 pr. cabinet hinges (for l-l/8-inch doors.) 

(f ) Miscellaneous . 

54 screen hangers complete 
29 - 3-inch hooks and eyes 
4 pr. screen door hinges 

The contractor shall furnish and install all other hardware and minor parts 
that may be necessary to complete the contract. 

17-19. PAINTING. 

(a) Exterior. - Before applying any paint the surface to be painted 
shall be thoroughly dry and free from dirt, oil, grease and other foreign 
substances. As soon as complete the outside surfaces, of windows, doors, and 
screen frames shall be given one priming coat of pairft, conforming to Federal 
Specification TT-F-362 for "Paints; Lead Zinc-Base, Ready-mixed and Semi-paste, 
White and Tinted." After the priming coat has thoroughly dried, one finishing" 
coat of white outside house paint, shall be applied to all wood surfaces, except 
the outside trim. AH outside trim surfaces shall be painted with one finishing 
coat of green, medium shade, outside paint as approved. All paint for finishing 
coats shall be of stock No. 6 B SW OOP White Lead as manufactured by the Sherwin 
Williams Company, or Equal. 

(b) Interior. - All interior woodworkj except floors, shall be painted 
with two coats of inside paint by approved manufacture and color. All finished 
floors shall be given one heavy coat of boiled linseed oil. 

17-20. PLUMBING. 

(a) All labor and materials required for installing a complete 
plumbing system shall be provided as indicated on the drawings and in accord- 
ance with these specifications and in accordance with any State or local re- 
gulation, and the publication "Recommended Minimum Requirements for Plumbing 
in Dwellings and Similar Buildings," isued by the Bureau of Standards. 

(b) The plumbing fixtures and accessories shall be similar and 
equal to those disignated below, reference being made, for identification 
only, to catalog numbers as listed in Kohler Co. Catalog K-39 s 

2 Closets, No. Brooklands K-3940-PR complete with fittings. 

2 Toilet paper holders. 

2 Lavatories No. Clare K-3000-P with fittings. 

1 Floor drain and trap. 

1 - 3«0" Urinal - Jarves No. K-5052-A complete with fittings. 

(c) The field office shall be supplied with a constant and uninterup- 
ted potable water supply of not less than 35 and not more than 5^ pounds per 
square inch pressure, furnished by the contractor. The supply line shall be 
3-inch pipe placed in a trench of sufficient depth and protected to prevent 
freezing in subzero weather. At the point of entrance, in bathroom, a main shut- 
off and drain cock shall be installed. Pipe sizes and valves shall be as shown 
on the drawings. An automatic electric hot water heater of 30-gallon capacity 
shall be furnished and installed. The heater shall be similar and equal to 
Westinghouse Electric Manufacturing Company's Square Type Electric water heater, 

installed to manufacturer's specifications. 

17-6 






(d) The contractor shall lay a 4-inch vitrified pipe cover line from the 
end of the cast iron soil pipe, outside the building to the sewage disposal tank 
located not less than 50 feet from the building. Vitrified pipe shall conform to 
the requirements of Federal Specification SS-P-361 for "Pipe; Clay, Sewer." The 
sewer shall be laid with l/4 inch to 1-foot pitch, true to line and grade, and 
made up with tight joints. The sewage disposal tank shall be similar and equal 
to Kaustine Standard Series Horizontal Septic Tank No. 85, and provided with pro- 
per connections for outlet and inlet pipes. The outlet shall connect to a grid 
system not to exceed 780 feet of 4-inch field tile pipe including connections. 
The joints of the field tile pipes shall be laid open, l/4-inch, and top half of 
each joint shall be covered with sheathing paper. If the field office is con- 
veniently located, the sewer line from the Government Field Office may be connec- 
ted to the sewer disposal system of the contractor's office, provided the system 
is designed to carry the extra sewage, subject to approval by the contracting 
officer. 

17-21. ELETRICAL WIRING. - The contractor shall secure all permits and 
give such notices as required by State and local authorities. The installation 
shall be in strict accordance with the National Electrical Code. The system shall 
be 3-wire, 220/110 volt, single phase, solid neutral, rigid metal conduit to fuse 
cabinet as indicated on drawings. All wiring shall be single-conductor rubber- 
insulated, braid covered of the size shown or required and conforming to the re- 
quirements of Federal Specification J-C-106a, Type RH. The building shall be 
wired as indicated on the drawings. Three main feeders of not less than No. 8 AWG 
wire shall be installed in 1-inch conduit. The ground wire shall be not less than 
No. 8 AWG. The entrance switch shall be outside type, 3-wire, solid neutral, 2- 
pole, 30-amp. Fuse cabinet shall be flush type, steel with door and built for 
6 circuits, with solid neutral, motor switch. The motor switch shall be of the 
automatic thermal protection, reset-type. Each circuit shall be fused with 15- 
amp. fuses, Duplex plug receptacles or convenience outlets shall be 15-amp,, 
125-volt, with stamped brass plates. At completion, all circuits shall be plainly 
marked for identification. The contractor shall furnish and erect in first class 
manner, all fixtures complete with shades and lamps of the wattage indicated, 
fuses and all other necessary accessories. The fixtures shall be similar and 
equal to those designated below. Reference is made, for identification only, to 
catalog numbers as listed in Benjamin Electric Mfg. Co., catalog entitled "Benjamin 
Sockets for Reflector Fixtures." 

SCHEDULE 
Location No. No. Type 

Inspector's Office 2 5642 - PUL R.L.M. Dome with canopy and 

fixture stud. 

Clerk's Office 1 5642 - PUL R.L.M. Dome with canopy and 

fixture stud. 

Furnace Room 1 5423 Shallow Dome with canopy and fixture stud. 

Bathroom 1 5423 Shallow Dome with canopy and fixture stud. 

Bedroom 1 5642 - PUL R.L.M. Dome with canopy and 

fixture stud. 

17-7 



location No* No, 

Field Engineers Office 1 

Drafting Room 3 

Platform 2 



£xs& 






5642 - PUL R.L.M..Dome with canopy and 
fixture stud* 

5642 - PUL R.L*M. Dome with canopy 
and fixture stud* 

6821 - Watertight angle with round box* 



The contractor shall do all cutting and placing of supports necessary in this 
work* 

17-22. HEATING. 

(a) General* - The contractor shall furnish and install an oil 
burning automatic controlled furnace similar and equal to Mueller's No* 55 
B* G. Fuel Oil Furnace. The installation and workmanship shall be in strict 
accordance with the specifications of the manufacturer, rules and regulations 
of the National Board of Fire Underwriters and local requirements* 

(b) Grills. Registers and Ducts * - All grills and registers shall 
be furnished and installed by the contractor as shown on the drawings or as 
directed by the contracting officer* Warm air grills shall be provided witk 
independently adjustable, manually controlled vertical fins for deflection of 
air* Cold air return register shall be plain lattice type, suitable for 
floor or wall installation and of the size indicated on the drawings* The hot 
and cold air duct, register and grill system shall be constructed in accord- 
ance with manufacturer's specifications* and installed as shown on the draw- 
ings or as directed by the contracting officer* 

(c) Smoke Pipe and Vent * - The smoke pipe and vent shall be as speci- 
fied by the manufacturer for furnace used* The smoke pipe from furnace to 2 
inches above the roof, shall be covered with asbestos air coil pipe covering, 

1 inch thick, properly secured to the pipe. 

(d) Fuel Tank * - A fuel supply tank of 500 gallons capacity shall be 
furnished and installed by the contractor* The tank shall be under the ground 
and covered with not less than 2 feet of well tamped backfill* Fuel tank and 
all piping shall meet all requirements of the National Board of Fire Under- 
writers* 

17-23* FIRB PROTECTION. - The contractor shall furnish and install one 
frost proof fire hydrant with suitable connections for two lfc inch fire hoses* 
The fire hydrant shall be installed not more than 25 feet from the building 
and shall be supplied with not less than 35 pounds* 

17-24* FLAGPOIE. - The contractor shall furnish and erect one flagpole 
complete with pulley and rope, as shown on drawings* The flagpole shall be 
constructed of one 12-foot joint of 2& inch and one 12-foot joint of 2 inch 
galvanized steel pipe, with an overlap of 1 foot at union securely welded* The 
flagpole shall be securely fastened to a concrete base as shown on drawings 
and shall be so attached that bottom bolt can be removed and pole revolved 
about upper bolt to a horizontal position or as directed by the contracting 
officer* 

17-25* REMOVAL OF BUILDING* - Upon completion and acceptance, the field 
office will become the property of the United States and will be removed by 
the Government* No materials or equipment shall be salvaged by the contractor* 

17-26. PAYMENT. - Payment for the field office complete, including the 

17-8 



I 









furnishing of all labor, plant and materials necessary to complete the build- 
ing in accordance with these specifications and as shown on the drawings, will 
be made at the contract lump sum price for "Field Office" upon acceptance of the 
building by the contracting officer. The contracting officer retains the right 
to order the contractor to make an extension as indicated on the drawings, with 
similar construction and equipment as the original building. Payment for the 
extension, if any, will be made at the lump sum price for "Field Office 
Extension." 



17-9 



Invitation no. 



STANDARD GOVERNMENT FORM OF BID 
(Construction Contract) 



(Place) 
(Date) . 



To: The District Engineer, 
U. S. Engineer Office, 
Massena, New York. 



1. In compliance with your invitation for bids dated_ 



and subject to all the conditions thereof, the undersigned, 



a corporation organized and existing under the laws of the State of 



a partnership consisting of 



or an individual trading as 



of the city of 



hereby proposes to furnish all plant, labor, and materials and perform all 
work required for the construction of the Long Sault Guard Gate, complete, 
at the locations shown and to the extent indicated, in strict accordance 
with the specifications, schedules, and drawings, for the consideration 
of the following prices j 



NO. 

1 

2 

3 

4 

5 

6 



8 
9 

10 
11 
12 
13 
14 
15 
16 
17 
18 
19 
20 
21 
22 
23 
24 
25 
26 





SCHEDULE OF BID ITEMS 






Quantity 


Unit 


Designation 


Unit Prioe 


Amount 


290,000 


Cu. Yd. 


Excavation; Common 






112,000 


Cu. Yd, 


Excavation; Borrow 






121,000 


Cu. Yd, 


Earth Fill; Compacted, Class "I" 






212,000 


Cu. Yd. 


Earth Fill; Compacted, Class "II" 




; 


59,000 


Cu. Yd. 


Earth Fill; Class "III" 






30,000 


Square 
(lOOsf) 


Rolling for each Additional Two 
Trips 




1 


2.2 


Acre 


Seeding 






650 


Cu. Yd. 


Filter 




J 


18,000 


Cu. Yd. 


Sand and Gravel Backing 


\ 




25,200 


Cu. Yd. 


Riprap; Dumped, Class "A" 






40,500 


Cu. Yd. 


Riprap; Dumped, Class "B" 






18.5 


MFBM 


Timber; White Oak 






22,5 


MFBM 


Timber; Common (Creosoted) 






600 


Cu. Yd. 


Concrete; Class "A" 






130,400 


Cu. Yd. 


Concrete; Class "B" 






780,000 

1,008,000 

350,000 


Pound 
Pound 
Pound 


Steel; Structural, Sector Gate, 
Movable Parts 

Steel; Structural Phosphorous- 
chromium, Stop Logs 

Steel; Structural, Miscellaneous 






600,000 
21,000 


Pound 
Pound 


Steel; Erection; Concrete Rein- 
forcement 
Forgings; Steel 






103,000 


Pound 


Castings: Steel 






3,300 
41,000 


Pound 
Pound 


Castings: Alloy Steel (Including 

Nickel Steel) 
Castings; Iron 






4,000 
None 


Pound 
Pound 


Brass and Bronze 

Miscellaneous N on-Ferrous Metals j 






500 


Lin. Ft 


, Pipe; Steel, Black, 12" diameter] 


1 





II 



Usu 



Quantity 



Unit 



Designation 



Knit Price 



Jfflounl 



27 

28 
29 

30 

31 

32 

33 
34 
35 
$ 
37 
38 

39 
40 
41 
42 
43 

44 
45 
46 
47 
48 
49 
50 



300 

150 

20,000 

800 

Job 

3,600 

3,000 

3,300 

8,000 

20 

Job 

34,000 

92,000 

2 

20,800 

255.600 

2 

400 

Job 

2 

23 , 100 

40,500 

Job 

Job 



Lin. Ft. 

Lin. Ft. 

Lin. Ft. 

Lin. Ft. 

Sum 

Lin. St. 

Sq. Ft. 

Pound 

Pound 

Lin. Ft. 

Sum 

Pounds 

Pound 

Set 

Pound 

Pound 

Set 

CWT 

(100 lb) 
Sum 

Each 

Sq. Ft. 

Lin. Ft. 

Sum 

Sum 



Pipe; Steel, Black 6" dia. 
Pipe; Steel, Black 4" die* 
Conduit, Fiber 3" dia. 
Conduit, Rigid Metal 2" dia. 
Electrical Ground System 
Handrailing; Steel Pipe 
Floor Plating; Steel 
Rubber Seals; Moulded 
Corrugated Sheet; Iron 
Tile Gages 

Stiff-leg Derricks and Machinery 
Pick-up Boom; 2 at 17,000 lbs. 

Machinery; Sector Gate, 

Installed only, 2 sets 
Motors, Brakes, and Limit switches 

for Sector Gate, Installed only 
Fender Boom 

Machinery; Wire Rope Fenders, 

Installed only 2 sets 
Motors, Brakes and Limit Switches; 

for Wire Rope Fenders, Installed 

only 

Counterweight 
Sump Pumps 

Sluice Gates 

Piling; Steel Sheet 

Piling; Steel Bearing 

Field Office 

Field Office Extension 



III 



NOTES: (a) All amounts and totals given above will be subject to 
verification by the United States. In case of variation between unit 
bid price and totals shown by bidder, the unit price will be considered 
to be his bid. 

(b) All bids must be for the entire work and must have each 
blank space filled in, 

(c) The quantities of each item of the bid, as finally ascer« 
tained at the close of the contract, in the units given and the unit 
prices of the several items stated by the bidder in the accepted bid, 
will determine the total payments to accrue under the contract. The 
unit price bid for each item must allow for all collateral or indirect 
cost connected with it. 

2. EXPERIENCE . (s ee Invitation for Bids, paragraph li|.) 



17 



3. STATEMENT ESTABLISHING PERMANENT PLACE OF BUSINESS AND FINANCIAL 
STATUS . (See Invitation for Bids) 



4. PLANT TO BE USED ON THE WORK . (See Invitation for Bids and para- 
graph 1-19 of the specifications.) 
(a) Earth work. 

(1) Excavating Equipment 



No* ; Type ; Manufacturer 



Capacity 



Age ; Condition 



(2) Transporting Equipment 





Type 


Manufacturer 


Capacity s 


Age 


Condition 


1 

: 






































• 









(3) Embankment Equipment . 

(a) Spreading and Rolling Equipment . 



(b) pumping and Watering Equipment . 



VI 



(b) Concrete . 

(1) Batching Equipment . 



No. 


: Type 


: Manufacturer 


: Capacity 


: Age 


: Condition 



















































(2) Transporting Equipment . 



(3) Miscellaneous Equipment 



VII 



(c) prilling Equipment . 



No. i Type 


Manufacturer 


Capacity j 
j 


Age 


Condition 






: 




: 

• 
* 


; 








: 
















' 


! 


: 

« 






k • 

: : 



(d) Grouting Equipment 



(e) Compressed Air Equipment . 



VIII 



(f) pumping Equipment . 



No. 


: Type 


: Manufacturer 


: Capacity 


Age 


i Condition 






























































Cr) Miscellaneous Equipment. 


> 













5. PLANT LAY-OUT (See Invitation for Bids)* - The undersigned has 
attached herewith the plant lay-out prescribed in the invitation for Bids. 

6. PROGRESS CHARTS (See invitation for Bids). - The undersigned 
has attached herewith the progress charts prescribed in the invitation for 
Bids. 

7. It is hereby warrented that in the event award is made to the 
undersigned there will be used in. the performance of the work covered by 
the contract only such unmanufactured articles, materials, and supplies 
as have been mined or produced in the United States, and only such 
manufactured articles, materials, and supplies as have been manufactured 



IX 



in the united States substantially all from articles, materials* or supplies 
mined, produced, or manufactured, as the case may be, in the United States 
except as noted below or otherwise indicated in this bid or authorized in 
the specifications. 

8. The undersigned agrees, upon receipt of written notice of the 

acceptance of this bid within days after the date of opening of 

the bids, to execute the standard form of Government contract, in accord- 
ance with the bid as accepted, and give performance and payment bonds, 
with good and sufficient surety or sureties, for the faithful performance 
of the contract, and for the protection of all persons supplying labor and 

materials in the prosecution of the work, within days after the 

prescribed forms are presented for s ignature. 

9. The undersigned agrees to begin the work within calendar 

days after date of receipt of notice to proceed, and complete it within 
calendar days after date of receipt of said notice to proceed. 



(Bidder) 

By 



(Name and Title) 



(Business Address) 
NDTE: Read standard Government instructions to Bidders before preparing 
this big. 



4 









ST. LAWRENCE RIVER 

PROJECT 



FINAL REPORT 



942 



^NTS 



k 



Q: 



3S 



LONG SAULT GUARD GATE 
ANALYSIS OF DESIGN 



(vgW) 



(WM 



2££ 



-nrtq 



iru- 



''■ ^ > I 



rn 



CORPS OF ENGINEERS, U.S. ARMY 

U.S. ENGINEER OFFICE • MASSENA, NEW YORK. 



APPENDIX IT- 17 (3) 



ST. LAWRENCE RIVER 



PROJECT 



* * * * * 



FINAL REPORT 



1 9 k 2 



LONG SAULT GUARD GATE 



ANALYSIS OP DESIGN 



CORPS OP ENGINEERS, U.S. ARMY 



U.S. Engineer Office - Massena, New York 



July , 19U2 



APPENDIX I 11-17 (^) 1 



PART ONE - Long Sault Guard Gate, Analysis of Design, 
PART TWO - Long Sault Guard Gate, Estimate of Cost. 



PART ONE 



LONG SAULT GUARD GATE 



ANALYSIS OF DESIGN 



Appendix 111-17(3) 



PART ONE 



LONG SAULT GUARD GATE 



ANALYSIS OF DESIGN 



Appendix 111-17(3) 



ST. LAWRENCE RIVER PROJECT 



LONG SAULT GOIRD GATE 



ANALYSIS F PES I G N 



NOTE: 

The Analyses of Design for Robinson Bay Lock 
and Point Rockway Lock are essential supplements to 
this Analysis. 



U.S. ENGINEER OFFICE 
MASSENA, N. Y. 
March 1942 



TABLE OF CONTENTS 



Par. No. Paragraph Title Page No. 



SECTION I - INTRODUCTION 

1-01 Purpose and scope^ 1-1 

1-02 The Proposed Project ]-l 

1-03 Sources of Information and Data for Design 1-1 

1-04 Description of the Guard Gate 1-1 

1-05 Location of Guard Gate 1-2 



SECTION II - INVESTIGATIONS OF OVERBURDEN 
AND BEDROCK 

2-01 Field Exploration of Overburden and Bedrock Conditions 2-1 

2-02 Method and Extent of Laboratory Tests 2-1 
2-03 Exploration of Materials for Backfill, Dikes and 

Concrete Aggregates 2-1 



SECTION III - FOUNDATION AND DIKE DESIGNS 

3-01 General 3-1 

3-02 Characteristics of Overburden Materials 3-1 

3-03 Availability and Characteristics of Fill Materials 3-1 

3-04 Design of Dikes 3-2 

3-05 Design of Foundations for Concrete Structures 3-2 



SECTION IV - HYDRAULIC DESIGN 

4-01 Hydraulic Characteristics of Operation 4-1 

4-02 Water Supply Culverts 4-2 

4-03 Unwatering System 4-3 

4-04 Machinery Recess Drainage 4-3 

SECTION V - STRUCTURAL DESIGN - CONCRETE 

5-01 Stability Analyses 5-1 

5-02 Stress Analyses 5-2 

5-03 Masonry Drawings 5-2 



Par. No. Paragraph Title Page No. 



SECTION VI - STRUCTURAL DESIGN - STEEL 

6-01 Design Criteria 6-1 

6-02 Guard Gate 6-1 

6-03 Emergency and Unwatering Dams 6-1 

6-O/4. Wire Rope Fenders 6-2 



SECTION VII - MECHANICAL DESIGN 

7-01 Scope of Design and General Criteria 7-1 

7-02 Guard Gate Machinery 7-1 

7-03 Emergency Dam Derrick Machinery 7-1 

7 -04 Wire Rope Fender Machinery 7-1 



SECTION VIII - ELECTRICAL DESIGN 

8-01 Electrical System 8-1 

8-02 Control House 8-1 

8-03 Conduit System 8-1 

8-04 Lighting 8-1 

8-05 Control 8-2 



SECTION IX - MISCELLANEOUS ITEMS 

9-01 Check Posts 9-1 

9-02 Corner Protection 9-1 

9-03 Recess Covers 9-1 



APPENDIX "A" 
Design Computations - (separate cover; St. Lawrence River District files) 



Analysis of Design: LO^S SAULT G t .t\rd GATE 

SECTION I - Introduction 

1-01. PURPOSE AND SCOPE. - The general puropse and scope of this report 
on the design of Long Sault Guard Gate a.re similar to those of the Analysis of 
Design for Robinson Bay Lock and Point Rockwa'y Lock. A. number of featur s common 
to one or both of these locks and the Guard Gate are described iin detail i in the 
aforementioned analyses, to which frequent reference is made herein in order 
to avoid duplication. Therefore, the Analyses of Design for Robinson Bay Lock 
and Point -^ockway lock should be considered suppliemental to this analysis. In 
general the data g^ven herein are limited to conditions peculiar to the Guard 
Gate structure and.: Site. 

1-02. THE PROPOSED PROJECT. - (See Analysis of Design, Robinson Bay 
Lock) 

I-03. SOURCES OF INFORMATION \ND DATA FOR DESIGN. - (See Analysis of Design, 
Robinson Bay Lock) 

I-04. DESCRIPTION OF THE GUARD GATE. - 

(a) General . - Long Sault Guard Gate is provided as part of the canal 
and lock system for passing navigation around Long Sault Bam, as outlined in 
the Annex to the Agreement ("See par. 1-02, R obinson Bay Lock Analysis). Its 
purpose is to provide means for shutting off flow through the callal and locks 

in the event of sudden failure of the ^obinson Bay Lock gates from boat impact 
or other causes, thereby insuring maintenance of the pool above Long Sault Dam 
for power production and minimizing the damages downstream that would result from 
lock gates failure. The location of the Guard Gate is about 1500 feet south- 
west of the site shown on the Canadian Department of Transport drawings for 
the "238-21|2 Plan" (see par. 1-03, Robinson Bay Lock Analysis). The width of 
the guard gate opening is 110 feet, the guard gate is of the sector $ype» and the 
gate opening will be used for passing flow as well as navigation. These features 
were adopted at the Conference on Navigation Structures held in this office on 
September 9, I9I4.I (see Appendix "A" of analysis of Design, Robinson Bay Lock). 
By comparison, the Guard Gate structure contemplated under the aforementioned 
"238-242 Plan" provided a navigation opening of only 80 feet, closed with a 
miter-type gate, and included a separate weir with tainter-gate control for pass- 
ing flow, the whole being similar to the guard gate structure on the Welland 
Canal . Reasons for the basic changes in the composition of this structure 
are discussed in subparagraph {c) below. 

(b) Pertinent Date .* (See the Analysis of Design for Robinson Bay 
i,ock) The length and alignment of approach guide walls and the top of wall 
elevation are the same as for the upper walls of Robinson Bay Lock; also, the 
gate sill elevation is the same as the upper gate sill of the lock» Other 
pertinent data and dimensions concerning the Guard Gate are listed below for 
convenient reference. 

Estimated Maximum High Water el. 249 

Normal Pool (possible future development) . . el. 242 

Normal fool (Initial Development) el. 238 

Minimum Pool ( Navigation Season el. 236 

Estimated Extreme Low Water (Winter 

condition only) el. 231 



1-1 



Type of Walls Concrete r gravity-section 

Width of Navigation Opening 110 ' 

Length of Approach Guide Walls, each end 1200' 

Flare of Approach Guide Walls, each end 1 in 6.6 

Top of Walls el. 251+5 

Gate and Emergency Dam Sills el. 206 

Foundations, Gate Bay Walls .... Steel bearing piles. 

Foundations, Approach Walls • till 

Height of Walls 51-5' 

Gate 2 sector -type leaves. 



(c) Op erational Features and Equipment . - A sector-type gate for 
closing the navigation opening was adopted primarily because it can be operated 
against a flow of water, thus affording greater assurance against a possible 
loss of pool than a miter-type guard gate, which can be operated in still water 
only. With a miter- type guard gate it would be necessary to provide a separate 
weir, equipped with gates that could be quickly opened or closed, to pass flow 
by the guard gate structure as required by lockage demands at Robinson Bay 
Lock. This provision permits a miter-type guard gate to be kept closed at all 
times except when navigation is passing through the structure. It is necessary 
that a miter-type guard gate be kept normally in the closed position as it 
provides little protection when open, since it cannot be closed against the 
current which would result from a failure of the lock gates while the guarrd 
gate was open. The controls for a miter- type guard gate and the upper miter 
gate of the lock below should be interlocked so that neither can be operated 

if the other is open. The Welland Canal Guard Gate is set up as described 
above. With the adopted sector-type guard gate, however, the separate dis- 
charge weir is omitted since the sector gate itself can be safely left open 
for such periods as required to pass the lockage demand flow. In the event 
of sudden failure of the Robinson Bay Lock Gates, the sector guard gate can 
be quickly closed against the rush of water through the opening. The 110-ft. 
width of navigation opening was adopted in lieu of the 80-ft. width of the 
Welland Canal Guard Gate to increase the safety and speed of navigation 
through the gate structure; the increase in cost for the greater width is 
relatively small. This increased width was recommended by the operating 
force at the Welland Canal. Wire rope fenders, smilar to those for Robinson 
Bay Lock, have been included in zhe present plans to provide protection on 
both sides of the gate against the possibility of its being struck by a boat 
when the gate is in the closed position. If it should be decided, prior to 
construction, that the gate will be kept continuously in the open position 
as a regular operating practice, the fenders would not be so necessary and 
the plans might be revised to omit them (see par. 4~ c l)» A stop log type 
emergency or unwatering dam, generally similar to those for Robinson Bay 
Lock, is provided at each end of the gate bay. Gate-controlled culverts 
are provided in the structure walls to pass the small flow that may be re- 
quired to compensate for leakage, seepage and evaporation losses and main- 
tain the level of the pool between the Guard Gate and Robinson Bay Lock when 
the unwatering dams are in place at the Guard Gate. All the above operation- 
al features and equipment were adopted at the aforementioned Conference on 
Navigation Structures. 

(d) Bombp roofing . - (See par. l<-02|Xe) of the Analysis of Design, 
Robinson Bay Lock). 

1-05. LOCATION OF GUARD GATE. - 

( a ) Relation to Long Sault Canal . - The location of the guard gate 
structure is of course primarily dependent on the location of Long Sault Canal. 

1-2 



Comparative studies of the several possible canal locations and alignments nec- 
essarily included consideration of the effects on cost, safety and navigation 
efficiency of the Guard Gate. As previously noted the site selected for the 
Guard Gate is about 1500 southwest of that indicated on the "238-242 Plan" 
drawings. This change is Guard Gate location was made in conjunction with the 
change in canal location in this section of the waterway; see analysis of De- 
sign, Long Sault Canal, for a discussion of canal location studies. Sheets 
Nos. 1/1 to 1/4 of the drawings show the selected location of the Guard Gate and 
the adjacent portions of the canal. Subsurface exploratins indicated similar 
foundation conditions at both sites, the overburden consisting of compact till 
aBd the ledge rock lying at depths too great for economical founding of walls 
thereon; therefore,* comparative foundations was not a determining element in the 
change in Guard O a te and canal locations, The navigation efficiency and 
safety of the Guard Gate are substantially improved by the selected location 
because of elimination of the sharp bend in canal alignment contemplated by the 
"238-242 Plan" between the Guard Gate ana Hobinson Bay Lock. The distance be- 
tween the Guard Gate and the lock is about ?000 feet, which is approximately 
the same as in the "238-242 Plan" and is believed sufficient to avoid a congest- 
ion of traffic between the structures. 

(b) Topography . - The selected site for the Guard G a te is -on the side 
of a till ridge which rises about 25 feet above the adjacent "clay flats." 

See Sheet No. 1/2 of the drawings. The topography itself was not a prime 
consideration in the site selection. However.it was considered desirable that 
the natural ground surface at the site be high enough above the bottom of wall 
grades to insure excavation of footimg areas into firm material. Topography waa an 
an indirect factor in the site selection in that the rid es in this locality 
are invariably composed of till, which is enerally compact and suitable for 
foundations, as contrasted with the adjacent f latlands , which are usually filled 
with soft clay unsuitable for foundations and difficult to work in. The ridge 
location for the structure was considered desirable also because-it affords ""a 
thick natural abutment on each side andprovides a good foundation for and re- 
duces the height of the connecting dikes. As set up in the present plans, 
rough excavation of the site to within about 6 feet of the bottom of wall 
grades and to the approximate slope limits required for footings will be done 
under a separate contract for^Long Sault Canal, As indicated on Sheet No. 1/2 
of the drawings. 

(c) foundations . -Two drill holes at the selected site show ledge rock 
at depths ranging from about 42 to 50 feet below the required navigation clearance 
grade. Other drill holes and seismic explorations in the vicinity furnished 

no evidence that ledge rock might occur at elevations more favorable for found- 
ations at any other practicable site. The cost of walls extending to led^.e 
rock at the depths indicated would be excessive. It was considered that the 
structure could be safely designed for founding directly on firm till and/or on 
piles. Therefore, from the standpoint of foundations, the selection of a site 
resolved itself into the selection of an area of compact till of sufficiently 
high elevation at a suitable location along the canal. The topographic in- 
dication of such an area, noted in subparagraph (b) above, was proved by comp- 
rehensive drilling andprobing of the overburden at the selected site; see Sheets 
Nos. 2/1 to 2/3 of the drawings. 



1-3 



SECTION II 
Investigations of Overburden and Bedrock 

2-01. FIELD EXPLORATION OF OVERBURDEN AND BEDROCK CONDITIONS. 

(a) General. - Exploration completed to date at the Guard 
Gate and Dike- No. 2 sites to determine the overburden and bedrock 
conditions included drilling in overburden and rock, excavation and 
sampling of auger holes, hand probing and geological reconnaissance. 
Th - exploration was made in conjunction with the investigations for 
the Long Sault Canal. The location and records of the pertinent 
exploration are shown on Sheets Nos. 2/1 to 2/3 of the dra?/ings. 
The methods used and the extent and records of all exploration 
conducted at and in the vicinity of the sites are presented in the 
Analysis of Design for the Long Sault Canal. 

2-02. METHOD AND EXTENT OF LABORATORY TESTS. 

( a) General . - Routine soil tests were made on samples 
to determine the general characteristics of the overburden. These 
tests were made in conjunction with the tests for the canal and are 
described in the Analysis of Design for the Long Sault Canal. No 
shear and consolidation tests wei'e made on the clays that occur in 
the foundation area for Dike N . 2. Before the dike section can be 
analyzed for stability, it will be necessary to conduct a shear 
testing program. The rock cores obtained by drilling were classified 
by a geologist. The general classification of the overburden and bedrock 
at the most pertinent holes are shown on Sheet No. 2/1 of the drawings. 

2-03. EXPLORATION OF MATERIALS FOR BACKFILL, DIKES AND CONCRETE 
AGGREGATES . 

(a) Backfill and Dike Embankments. - Exploration for earth 
backfill and dike material has been limited to a few test pits. Some 
of the exploration f or t he canal and guard gate serves to indicate the 
types of material that a re available in the vicinity. From these explor- 
ations, it is believed that suitable, well graded impervious material may 
be obtained from any of the ridges in the vicinity. Further exploration 
should be conducted prior to the final selection of the definite areas for 
borrow. Since the canal excavation will be made under separate contract , 
only a small volume of material will be obtained from the required exca- 
vations for foundations. 

(b) Sand and Gravel Filter. - Exploration was conducted to locate 
deposits of suitable material for the sand and gravel filters 9 backing, and 
drains for the embankments. It is believed that all deposits within a ra- 
dius of 15 miles of the site have been located. The most feasible deposits 
were sampled and tested to determine the gradation of the material. A com- 
plete report of the investigations is on file in the district office. 

(c) Concrete Aggregates. - Explorations to locate suitable sources 
of concrete aggregates have been conducted. At the present time it is 
planned to obtain concrete aggregates by a separate contract. Many deposits 
of sand and gravel within a radius of 25 miles of the site have been sampled 
and representative samples have been tested in the Central Concrete Labora- 
tory at West Point, New York, to determine the suitability of the materials 



2-1 



for concrete aggregates. The most promising rock quarries in the 
vicinity have been sampled and the materials tested in the Central 
Concrete Laboratory, Studies have been made to determine if suit- 
able stone sand can be produced from rock available from local 
quarries for fine concrete aggregate* Natural deposits of sand or 
sand gravel are being explored which are outside of a 25 mile radius 
and are near a railroad or near the St» Lawrence River, A complete 
report of all investigation is being prepared and will be placed on 
file in the district office. 



2-2 



JECTION III 

FOUNDATION AND DIKE DESIGNS 

J-Ol. GENERAL. - The design of the dikes and the stability 
and tr -nt of the foundation materials involved a study of the 

• Bteristica of the overburden and the available borrow material. 
The methods, extent ^nd results of the investigations to determine 
the characteristics of these materials are described in Section II. 
This section includes a summary of the results of these investigations 
which are pertinent to the design of the foundations and dikes. 
After those characteristics were determined, the dike sections, 
foundation bearing values and treatment of foundations were selected. 

3-02. CHARACTERISTICS OF OVERBURDEN MATERIALS. 

(a) Distribution . - The overburden at the guard gate and 
dike sites consists of glacial till except in the board flat area 
where clay overlies either glacial till or water laid sands. If 
water laid sands occur, they overlie glacial till. Glacial till is 
exposed at the surface in general hbove the 225 surface contour. 
The clay in the flat area varies in depth up to 15 feet. The Guard 
Gate structure, the end portions of Dike No. 2 and Dike 1 closure 
section will be constructed on glacial till. The central portion of 
Dike No. 2 will be founded on clay. 

(b) Characteristics of Glacial Till. - The glacial till 
consists of compact, silty, gravelly sand with scattered cobbles and 
boulders. There is no evidence of sand lenses in the till but large 
pockets may be of a sandy nature. In general, the till near the 
exposed surface and the contact surface with the clay contains less 
silt than the underlying till and is less compact. Typical grain size 
curves are presented in the Analysis of Design for the Long Sault 
Canal. The till in general is well graded and compact and will serve 
as suitable foundation for the Guard Gate approach walls and the dikes. 
No shesr tests were made on till samples, since experience with 
similar materials has c hown that for the existing till deposits an 
angle of internal friction of Zj.0 degrees may be used to obtain a cons- 
ervative design. 

(c) C haracteristics of Clay. - The clay deposits consist 
of brown sandy clay overlying from zero to 3 feet of soft gray clay. 

The exact characteristics of the brown sandy clay has not been determined. 
It is believed, however, that the average shearing strength of the 
clay is at least 800 pounds per square foot. 

3-03. AVAILABITY AND CHARACTERISTICS OF FILL MATERIALS. 

(a) Earth Fill . - The material for earth fill will be 
obtained from borrow areas probably located in the vicinity of the 
north end of Dike No. 2. It is quite evident that glacial till 
(See paragraph 2-02 (b)), may be obtained. Glacial till in general 
is very suitable for earth dike construction. 

(b) Sand and Gravel Backing and Filters. - Sand and 
gravel for backing under riprap will be obtained from sources 
selected by the contractor. Excess material from coarse aggregate 
processing may be used for filter material providing it. passes the 
specifications. There are. within 15 miles of the site small 

3-1 



superficial deposits of sand and gravel containing material which is 
believed to be suitable. 

(c) Riprap* - The slopes of the adjacent dike sections 
will be protected by riprap. Rock and stones for riprap may be obtained 
by assortment from the earth fill material. If additional rock is 
required it must be borrowed. 

3-0/j.. DESIGN OF DIKES. - The embankment and foundation 
materials for the closure dike and Dike No. 2 have characteristics 
similar to those for certain sections of Long Sault Canal Dike No. J>» 
Based on the studies made for Dike No. 3* "the dike sections shown on 
Sheet No. 20/1 of the drawings were selected. These sections are 
similar to those used for Dike No. J> on firm foundation and on 
approx. 16 feet of brown sandy clay between Stations 5° f 00 and 5& V 00, 
A complete discussion is presented in the Analysis of Design for 
the Long Sault Canal. It is believed that the section designed to 
be placed on firm foundation has ample stability for all conditions. 
Analyses have not been made for the section on the clay foundation. 
Prior to construction, the shearing strength of the foundation clay 
and the stability of the section should be determined. 

3-05. DESIGN OF FOUNDATIONS FOR CONCRETE STRUCTURES. 

(a) Approach Walls . - The Guard Gate approach walls will 
be founded directly on compact, well-graded glacial till. Based on 
the characteristics of the till in nature as described in paragraph 
3-02 (b), the depth of the footing and the design of the walls, the 
maximum allowable bearing capacity on the earth was chosen as 10,000 
pounds per square foot. This value is believed somewhat conservative 
and if not exceeded, the deformation under load will be small. 

(b) Guard Gate Walls. - The gate bay walls of the Guard 
Gate will be founded on steel piling driven into glacial till. 

The till has the same characteristics as described above. Although 
the glacial till is ideal foundation soil, it was believed advisable 
to place the walls on piling due to the adverse effect of small 
settlement on gate operation, the large size of the gate, the 
variation of base pressures due to the differences in loading 
between normal and unwatered conditions, and the seepage conditions 
under the footings. To control seepage, filter material will be 
placed at the exit points to insure against piping. It was considered 
uneconomical to place the walls on bedrock since in general bedrock 
is 50 feet below the sill grade. 



3-2 



SECTION IV - HYDRAULIC DESIGN 

4-01. KUDRAULIC CHARACTERISTICS OF OPERATION. 

(a) Menial Opera ti a: . - As noted in par. 1 -04(c) it is proposed 
to pass loth navigation and the flow required by lockage demands at Robinson 
?ay Lock through the 110-ft. wide opening of the Guard Gate. Reference is 
ma'e to par. 4-°l(a), Analysis of Design, Point Rockway Lock, for a description 
of sector-type gate installations at various places and their operating 
characteristics. Experience has proved that this type gate can be operated 
under flow conditions resulting from a large head drop through the structure, 
^or this reason it is believed safe under normal operating conditions to 
keep the gate leaves continously in the open position, operating them 
periodically for test purposes only. Additional assurances of saftey for 
this scheme of operation lie in the provision of a type of emergency dam 
that can be installed under flow conditions at both Robinson Bay Lock and the 
Guard Gate. (See Analysis of Design, Robinson Eay Lock, and par. 6-03 herein.) 
However, in the interest of still greater assurance against a possible 
loss of pool, it may be decided to interlock the guard gate electrically 
with the upper miter gates of the lock, so that the guard gate cannot be opened 
when the upper lock gates are open, and vice versa; this would require closing 
the guard gate for a brief period during every lockage at Robinson Bay. 
The hydraulic characteristics for both operating plans are discussed below, 

(1) Guard gate continuously open. Under this condition the 
average velocity through the guard gate opening would depend on the rate of 
lockages at Robinson Bay Lock. For an assumed maximum lockage rate of two 
per hour the average velocity through the Guard Gate is only one-half foot 

per second, which is not believed hazardous to navigation through the structure. 
The maximuir- velocity through the opening would theoretically depend on the 
backwater slope created in the pool between the lock and Guard Gate by the 
discharge required for a filling operation. However, the time of lock filling 
is so short and the pool volume so large, relatively, that it is questionable 
whether the maximum resulting velocity through the Guard Gate would be any 
greater than the average velocity noted above. However, even if water flowed 
through the Guard Gate at the same rate as the maximum discharge into the lock 
chamber during filling, the indicated velocity would be only 2,66 ft. per 
second. Obviously, this high a rate connot obtain asaresult of lock filling, 
due to the large intervening pool volume. It is quite possible that the maximum 
velocities through the Guard Gate may result from surge or wind effects, 
rather than from lock filling operations. It is not possible to evaluate 
these conditions but it is believed that such velocitities would be of 
momentary nature and would not be large or frequent enough to seriously 
affect navigation through the Guard Gate. 

(2) Guard Gate closed for lockages at Robinson Bay Lock. 
Under this condition the average velocity through the guard gate opening would 
depend on the rate of lockages at Robinson Bay Lock and the percentage of 
time the guard gate would have to be kept closed. For the possible extreme 
condition of two lockages per hour and the guard gate closed for one-third 

of the time, to allow for opening the upper lock gates at Robinson Bay, the 
average velocity through the guard gate opening would be about 0,7 ft. per 
second, which is not believed hazardous to navigiation through the structure. 
When Robinson Bay Lock chamber is filled with the guard gate closed, the 



W 



resulting drawdown of the intermediate pool is estimated at 0.15 ft. Computations 
indicate that the normal pool level would be restored in slightly more than 
6 minutes after the guard gate is reopened. Assuming the upper lock gates 
are closed directly after an upbound boat passes out of the lock chamber and 
the guard gat: is opened directly thereafter, the pool levels would be equalized 
and no water would be flowing through the guard gate structure by the time 
the boat reaches that point. The maximum velocity through the guard gate 
structure immediately after the gate is opened following the above-mentioned 
drawdown would be about 3«1 ft. per second. It is possible that a boat could 
navigate through the structure even under this condition* but passage can 
be delayed for the few minutes required to reduce the velocity to a safe 
amount without decreasing the traffic capacity of the waterway. The gate 
machinery is designed to permit opening or closing of the gate in l£ minutes 
under this plan of operation. Either of the two operating plans outlined 
above is considered satisfactory but the first is believed preferable as it 
affords somewhat better hydraulic conditions for navigation, reduces the 
possibility of delays to navigation, and requires less operating cost. 

(b) Emergency Operation . - If the first plan of operation 
discussed above is adopted, it would be necessary, in the event of sudden 
failure of Robinson Bay Lock gates or of Dikes Nos. 3 °r 4* "to close the guard 
gate against a rush of water through the structure. To insure that the 
gate will be operated as planned under such an emergency, it is proposed to 
provide float-switch control for the gate machinery motors, so that the 
machines will automatically start closing the gate leaves when the water 
surface below the Guard Gate reaches a pre-deteraind level. A well for the 
float controlling this switch is shown on Sheet No. 15/1 of the drawings. The 
gate machinery is designed to close the gate in about four minutes against 
the full head from sill to normal pool elevation, though it is expected that 
with the operating provisions noted above the gate closure would be completed 
long before the pool below the structure has been drained down to the sill 
elevation. The design will also provide for pushbutton control of gate 
machinery operation for emergency closure. 

4-02. WATER SUPPLY CULVERTS. When the emergency dams are in place for 
unwatering the gate bay section of the Guard Gate, it may be desirable_ to 
pass a snail amount of water or the maintenance of the pool level between 
the Guard Gate and Robinson Bay Lock. The required discharge will be determined 
by the aggregate of losses from the pool, such as leakage past the lock gates 
and valves, see 1 page through dikes and foundations, evaporation, etc. There 
is no rational basis for estimating the amount of these losses but with the 
type of seals provided for the lock gates and valves and the highly 
impervious character of the proposed dikes and the natural reservoir soils, 
it is expected that the total of such losses will be small. Two l±-ft, 
square culverts are provided, one in each wall, to pass the necessary flow. 
See Sheet No. 15/1 of the drawings. These have a combined capacity of 
about 65 c.f.s. under a 0.1 ft. difference between water levels on each side 
of the Guard Gate, which is believed ample to provide for the probable 
losses. Each culvert is provided with a manually-operated sluice gate of the 
slide-bearing type, similar to the equalizer culvert gates at Robinson Bay 
Lock, which will normally be kept in the closed position and opened only 
when the Cuard Gate is unwatered or. for test purposes. 



4-2 



4-03. UNWATERING SYSTEM. - Since the volume of the gate bay be- 
tween emergency dams is relatively small as compared with a lock chamber 
and since operation of the guard gate is not a prime requisite to the 
use of the waterway, a fixed pump installation for unwatering, similar 
to that at Robinson Bay Lock, is not provided. It is proposed that 
unwatering of the Guard Gate will be effected by mobile pump units 
temporarily installed on top of the wall or on a barge moored close be- 
hind the lower emergency dam. 

4-04. MACHINERY RECESS DRAINAGE. - During possible high water 
stages rain water cannot be drained from some of the machinery recesses 
by gravity. Therefore, drainage will be collected in header drains and 
discharged by two small sump pumps, similar to the system at Point Rockway 
Lock. See Sheet No. 15/1 of the drawings. 






4-3 



SECTION V - STRUCTURAL DESIGN - CONCRETE 
5-01. STABILITY ANALYSES. 

(a) Loading Assumptions , - Same as in Analysis of Design, Robinson 
Bay Lock, except that uplift in all cases is considered effective over 100% 
the base area of sections analyzed, since all foundations are either till or 
bearing piles. 

(b) Design Criteria . - Same as in Analysis of Design, Robinson Eay 
Lock, except that the items referring to rock foundations ; are not applicable, 
since no part of the Guard Gate structure is founded on rock. 

(c) Approach Walls . - The upper and lower approach walls are identical 
and have the same typical section as the upper approach walls for Robinson 

Bay Lock, founded on till. See par. 5-01 (c) of the Analysis of Design for 
that lock. Stability analyses for the approach walls are shown on Sheet No. 
15/A of the drawings. 

(d) Gate Bay Walls . - Stability analyses for the gate bay walls are 
shown on ^heet No. 15/A of the drawings. These walls are of gravity section 
and are founded on steel bearing piles between the upper and lower emergency 
dam blocks. It is probable that these walls would be safe against failure 

if founded directly on the till, but in view of the unprecedented size of the 
sector-type gate it was considered desirable to provide pile foundations to 
reduce to a minimum the differential settlements of the walls that might result 
from the reversal in loadings between the normal-pool and unwatered conditions. 
To insure against the possibility of a blow-out during the unwatered period 
of following emergency closure of the guard gate, the entire gate bay 
foundation area is encircled with a steel sheet piling cut-off wall and an 
intermediate cut-off wall is provided across the structure in the gate sill 
foundation. See Sheet No. 15/1 of the drawings. A Z-type sheet pile section 
weighing 32 lbs. per sq. ft. of wall and providing a section modulus at 
38.3 inches 3 P® r lin. ft. of wall is used to provide the strength and 
stiffness considered necessary for piles driven in the hard compact till en- 
countered in this area. The gfite bay sections were analyzed, on the basis 
of full monolith lengths, for the unwatered condition with the gate leaf 
swung out to fully-closed position; for this condition the support furnished 
by tearing of the gate rollers on the sill was neglected, the entire weight 
of the leaf being considered carried by the hinges and the pintle. The wall 
blocks were reviewed also for the extreme emergency- closure condition of 
gate thrust and hydrostatic pressure due to maximum water level above the 
gate and no water below the gate. Reference is made to Sheet No. 15/1 of the 
drawings for the layout of gate bay monoliths. While these blocks were 
analyzed as free bodies it is apparent that some of them will act together 
in resistance to loading because of their vfedge-like shapes and relative 
positions. All the bearing piles are to be driven vertical for maximum 
efficiency in supporting the vertical wall loads. Battering of piles was not 
necessary because the sills and slabs across the floor of the structure, 
acting as struts between the walls, furnish ample resistance to the horizontal 
thrust from earth fill and water back of the walls. The maximum vertical 
pile load was limited to about 50 tons under the guard gates walls and to 
about 34 tons under the sills and floor slabs. For these loadings it was 
considered that pile lengths of 30 feet under the walls and 20 feet under the 
sills, driven in the compact till existing at this site, will probably de- 
velop ample bearing values. The actual lengths will be determined on the 
basis of driving and/or load tests during construction. 

(e) Gate and Emergency Dam SjHs . _ These sills were analyzed as 

gravity structures, founded on steel bearing piles. The emergency dam sills 

5-1 



ie signed for .stability against the maximum pool levels at which the 
emergency d ams permit unwatering and the gate sill is designed for stability 
against the maximum water level above the gate and no water below the gate. 
Each sill is provided with a steel sheet pile cut-off wall in the foundation, 
to prevent the po; nihility of a blow-out. Stability analyses for the sills 
are shown . d Sheet No. 15/A of the drawings. 

5-02. STRESS ANALYSES. - Subparagraphs (a) and (b) of paragraph 5-02, 
Analysis of Design, Robinson Bay Lock, are applicable to the Guard Gate Design. 

5-03. MASONRY DRAWINGS. - Similar in scope to those for Point Rockway 

Lock, as described in par. 5"03 of the Analysis, of Design for that structure. 

The general masonry layout and dimensions are shown on Sheets Nos. 15/1 and 
15/2 of the drawings. 



5-2 



SECTION VI -STRUCTURAL DESIGN -STEEL 

6-01. DESIGN CRITERIA. (See Analysis of Design, Robinson Eay Lock). 

6-02. GUARD GATE. The guard gate is of sector type generally similar to 
the gates adopted for Point Rockway Lock and to the various installations re- 
ferred to in par. 4-01 of the Analysis of Design, Point Rockway Lock. This type 
gate was adoped for the reasons discussed in par. 1-04 (c) above. While no 
records are available of sector type gates actually built and installed for 
openings as wide as 110 ft. preliminary designs for the Third Lock Project, 
Panama Canal, included gates of this type for even wider openings. There appear 
to be no fundamental features of design or operation that would lend question 
to the practicability of a sector gate of the proposed size. The gate leaves 
are framed generally similar to the Point Rockway Lock gates, except that t he 
ends of the plated face are canti levered beyond the outside radial struts of the 
horizontal frames, an intermediate radial strut is provided in each frame, 
additional cross-bracing is provided in each frame, and the horizontal frames 
are spaced somewhat wider apart and transmit the hydrostatic load directly into 
hinge bearings at the end of each frame rather than into the vertical girder, 
which is provided in this case merely to transmit the gate weight to the pintle. 
These differences in framing as compared with the Point Rockway Gates appeared 
desirable on account of the considerably larger size of the Guard Gate sectors. 
A further modification provides for partial support of the gate leaf weight 
on rollers placed at three points near the curved face of the sector, the pintle 
thrust bearing taking the remainder of the gate weight. These rollers bear on a 
curved metal track extending across the sill and back into the gate recess for 
the full length of gate travel. These rollers are considered desirable because 
of the large radius and weight of the gate leaves and their use reduces the 
amount of diagonal bracing that would otherwise be required to prevent sagging 
and distortion of the frame. See Sheets Nos. 50/1 and 50/2 of the drawings 
for framing and details of the gate leaf. The gate is designed to take the 
hydrostatic load with pool at maximum high water el. 249 above the gate and no 
water below the gate. In addition the gate design was reviewed for hydrostatic 
load with* pool at el. 241 plus ice pressure of 10,000 lb. per linear foot 
distributed vertically between el. 237 and el. 241, similar to the Point Rockway 
Lock gates. This condition produces lower unit stresses in the main frame mem- 
bers than the hydrostatic pressure due to maximum highwatcr eli 249, though 
local skin plate and intercostal stresses are increased somewhat in the zone 
of ice pressure. See par. 6-02 of the Analysis of Design, Point Rockway Lock, 
for a discussion of probable ice pressures. The pintle bearings supporting the 
gate weight are proportioned for stresses not to exceed 3000 lb. per sq. in. 
for the normal operating condition of no hydrostatic pressure on the gate and 
not to exceed 10,000 lb. per.sq. in. for the extreme emergency closure con- 
dition of full head (43 ft.) pressure on gate. Hinge bearings taking the thrust 
from full hydrostatic pressure against the gate are proportioned for stresses 
not to exceed 10,000 lb. per sq. in. Side and bottom seals are similar t o 
those for Point Rockway Lock gates. 

6-03. EMERGENCY AND UN"'ATERING DAMS. -An emergency dam is provided on 
each side of the guard gate primarily for purpose of unwatering the structure 
but designed so that the upper dam can also be installed against a flow of water 



6-1 



lUired as an emergency means of closing the Guard 
The same type of Sam as provided for Robinson Pay and Point 
Lock* Is used here, consisting of stop logs handled by fixed stiff- 
Lcks mounted on the walls. ( S ee Analysis of Design, Robinson Bay 

ie of the longer span, however, the stop logs are built up of 
instead of plate girders, for reduced weight. In order to hold the 

Logs withing the capacity of the maximum size derrick commercially 
lV r. . , it was necessary to use a hiffh-strength, low-alloy steel which would 
I the use of a basic working stress (tension) of 27,000 lbs. ner square 
. A type of steel similar t the commercial product "Cor-Ten", manu- 
■tured by the Carnegie- II lino is Steel Company, or "Mayri-R", manufactured 
*he Bethlehem Steel Company, is contemplated. Using this steel the heaviest 
p log weighs aDDroximately 29 tons. Two sizes of stop logs are provided for 
the economical use of steel in making up the total height of dam required. 
Ty-e "D" has a "Damming" height (out to out of timber seals) of 3'3" and Type 
"E" , a height of 4 , 9*. Four of the former and six of the latter are provided 
to make up a total height of 41'6" for each dam, thus affording protection 
against stages up to el. 247.5. The pick-up booms are of similar construction 
to those for Robinson Bay Lock, except that the length is increased as re- 
quired for the creator length of stop logs and the width is increased to place 
the latching devices on the centers of gravity of boom and stop log. The 
derricks are similar also to those for Robinson Bay Lock, except that they 
will be of a size required to handle a load of 45 tons at 70 foot radius. The 
stot) log - ? will be stored on the fill back of the wall, so placed as not to 
interfere with operations at the Guard Gate, ^ee Sheets Nos. 105/1 to 105/3 of 
the drawings for the layout of derricks and ston log storage and the details 
of stop logs. 

6-04. #IRE FTPE FENDERS. -A fender is provided on each side of the guard 
gate for protection of the gate against being struck by boats. These fenders 
are considered desirable if the adopted operating plan requires that the guard 
gate be closed whenever the upper gates at Robinson Bay Lock are open. How- 
ever, if the operating plan finally adopted permits the guard gate to be 
normally kept in the open position, being closed only in emergencies and 
for periodic testing, the fenders would not be necessary and provisions there- 
for should be omitted. Reference is made to paragraphs 1-04 (c) and 4-01 above. 
The fender design is the same as for Robinson p ay Lock, except that the lengths 
of boom and rope are as required for a 110 ft. span rather than spans of 80 ft. 
and 124 ft. The basic fender design described in par. 6-05 of the Analysis of 
Design, Robinson Bay Lock, provides specifically for the 110 ft. span at the 
Guard Gate, with interchangeable parts for the three different lengths of 
fenders required for the several navigation structures in the Project. See 
Sheets Nos". 95/1 to 35/k of the drawings for the location, assembly, and de- 
tails of fenders. 



6-2 



SECTION VII - MECHANICAL DESIGN 

7-01. SCOPE OP DESIGN AND GENERAL CRITERIA. - Same as par. 7-01, An- 
alysis of Design, Robinson Bay lock insoTar as applicable to machinery for 
the sector gate, emergency dam derricks, and the wire rope fenders for the 
Guard Gate. 

7-02. SECTOR GATE MACHINERY. - Strut-and- sector type machinery, 
similar to but somewhat larger than th«t provided for Point Rockway Look 
gates, was adopted for operation of the sector-type guard gate. Reference 
is made to par. 7-02 of the Analysis of Design, Point Rockway Lock. For the 
l£ minutes time for normal operations against no head and the 4 minutes 
time for emergency closure under full head, as discussed in par. 4-01 above» 
it was found that the same machine as provided for Robinson Bay Lock miter 
gates, except for different bed plates as required by the difference in ar- 
rangement of parts, would be suitable. This machine was therefore adopted 
for purposes of standardization and interchangeability of parts. Reference 
is made to par. 7-02, Analysis of Design, Robinson Bay Lock, for a more de- 
tailed description of the machine and to Sheet No. 55/1 of the Guard Gate 
drawings for layout and assembly of the machine. 

7-03- EMERGENCY DAM DERRICK MACHINERY. - Same as described in par. 7-04, 
Analysis of Design, Robinson Bay Lock. See Sheet No. 105/1 of the drawings 
for machinery location. 

7-04. WIRE ROPE FEEDER MACHINERY. - See par. 7-05, Analysis of Design, 
Robinson Bay Lock and Sheets Nos. 95/2 to 95/4 of the Guard Gate Drawings. 



7-1 



L>hCTIcN VIII- Electrical Design 
8-01. ELEC'IRICAL SYSTEM. 

(a) General Description . - Similar to par. 8-01 (a). Analysis of 
resign, Robinson Ray Lock, except that the principal uses to be served by 
the system are limited to the following: 

(1) Power for operation of one sector gate. 
(2-30/10 HP, 900^300 RPM, 44° V. Motors) 

(2) Power for operation of two stiff-leg derricks. 
(2-440 V. Motors, estimated 100 HP 900 RPM) 

(3) Power for operation of two wire rope fenders 
(2-30/10 HP, 900/300 PPM, 440 V. motors) 
(2-iHP, 600 PPM, 440 V. motors) 

(4) Power for operation of two sump pumps. 
(2-440 V. Motors, estimated 2 HP, 1800 RPM) 

(5) Power for lighting gate bay and approach walls. 
(Approx. 32-IO, 000-lumen, sodium-vapor lamps) 

(6) Power for flood -lighting sector gate recesses. 
(2-200 - watt incandescent lamps) 

(7) Power for signal lights. 

(8) Power for miscellaneous lighting and general utility. 

(b) Scope of Design . - Similar to par. 8-01 (b). Analysis of De- 
sign, Point Rockway Lock. 

8-02. CONlPuL HOUSE. - The masonry drawings provide a sub-floor and 
super-structure foundation for a control house on the north wall near the 
gate machinery recess; see Sheet No. 15/1 of the drawings. The superstructure 
of this building will be constructed under a later contract or by addendum 
to the initial contract. Transformers will be installed on the sub-floor for 
stepping-down incoming power to the voltages required for the Guard Gate system. 
The switchboard and a control station will be installed on the floor at top 
of wall level. 



8-03. CONDUIT SYSTEM. - Fiber conduits embedded in the concrete with 
pull-boxes at suitable intervals, will be provided in the walls on both sides 
of the gate structure, extending from end to end of approach walls and pro- 
viding necessary outlets at all machinery recesses and light locations. The conduit 
runs in the two walls will be connected by cross-over conduits embedded in 
a block of concrete extending across the guard gate floor and the whole system 
will be connected to the sub-floor of the control house. An open well is 
provided in each wall at the conduits cross-over, to provide for pulling con- 
ductors through the crossover. One or more spars conduits will be provided 
in all runs. Rigid metal conduit extensions will be provided where conductors 
are to be run into machinery recesses ^nd at other places where conduits ex- 
tend beyond the face of concrete. Conduit location, size, number, and details 
are not shown on the drawings, these being subject to a more detailed study 
of electrical system requirements, but a preliminary estimate of the amounts 
involved has been made for possible bidding purposes and for an estimate of 
cost . 

8-04. LIGHTING. - The drawings shew the locations of lamp standards 
for general lighting of lock walls and flood lights in the sector gate re- 
cesses. Signal lights will be provided near the end an near the mid-length 
of the upper and lower guide walls. The type, location and spacing of lights 



8-1 



will be similar to those for Robinson Bay Lock. All standards and fixtures 
will be furnished and installed under a subsequent contract for the elec- 
trical system, complete. 

8-05 • CGMTRGL. - Primary control of all circuits will be at the swit- 
chboard in the control house. Central switching for all lighting will be 
at this point. In addition a station will be located in the cohtrol house 
for operation of the sector gate, wire rope fenders, and signal lights. An 
auxiliary control station, inclosed in a weather-proof cabinet, will be loc- 
ated en the south wall as indicated on the drawings, to per:r.it operation of 
the gate, fenders and signal lights from that side also. Control for the 
operation of the emergency dam derricks will be at the derrick machinery 
locations. Switch panels, cabinets, wiring and all other equipment and work 
required for control will be included in a subsequent contract for the elec- 
trical system, complete. 



8-2 



SECTION IX - MISCELLANEOUS ITEMS 

9-01. CHECK F0S1S. - Same as for Robinson Bay Lock, see Sheet No. 15/3 
of the drawings. 

9-02. CORNER PROTECTION. _ same as for Point Rockway Lock, see Sheet 
No. 15/3 °f tne drawings. 

9-03. RECESS COVERS. - Similar to details used for Robinson Ray Lock, 
see Sheet No. 15/3 of "the drawings. 



9-1 



PART TWO 



LONG SAULT GUARD GATE 



ESTIMATE OF COST 



Appendix 



COST ESTIMATE 



Feature No. 17 - Long Sault Guard Gate and Dike No. 2 
A. INITIAL CONTRACT ITEMS OF TORK 



Item 
No. 



Quantity Unit Designation 



Unit Price 



Amount 



1 290,000 C.Y. Excavation, Common $ O.42 

2 112,000 C.Y. Excavation, Borrow 0.30 

3 121,000 C.Y. Earth Fill, Compacted, Class I 0.12 

4 212,000 C.Y. Earth Fill, Compacted, Class II 0.10 

5 59.000 C.Y. Earth Fill, Class III 0.08 

6 30,000 SQ. Rolling for Each Additional 

flOOsf) Two Trips 0.02 

7 2.2 Acre Seeding 250.OO 

8 650 C.Y. Filter 2.00 

9 18,000 C.Y. Sand and Gravel Backing 1-75 

10 25,200 C.Y. Riprap; Dumped, Class "A" 3. 00 

11 40,500 C.Y. Riprap; Dumped, Class »B n 2.^0 

12 18. 5 MBM Timber; White Oak 250.00 

13 22.5 MBM Timber; Common (creosoted) 175«°0 

14 600 " C.Y. Concrete, Class "A" 15.00 

15 130,400 C.Y. Concrete, Class *B" 6.00 

16 780,000 lb. Steel; Structural, Sector Gate 

movable parts 0.11 

17 1,008,000 lb. Steel; Structural, Phosphorus- 

Chromium, Stop Logs 0.10 

18 350,000 lb. Steel; Structural, Miscellaneous 0.18 

19 600,000 lb. Steel Erection; Concrete Reinforce- 

ment 0.025 

20 21,000 lb. Forgings, Steel 0.30 

21 103,000 lb. Castings, Steel O.25 

22 3.300 lb. Castings, Alloy Steel (incl. nickel 

steel) O.50 

23 41,000 lb. Castings, Iron 0.l6 

24 4,000 lb. Brass and Bronze 1.00 

25 None lb. Miscellaneous Non-Ferrous Metals 

26 500 L.F. Pipe; Steel, Black, 12" diameter 7.45 

27 300 L.F. Pipe; Steel, Black, 6" diameter 2.85 

28 15c L.F. Pipe; Steel, Black, 4" diameter I.60 

29 20,000 L.F. Conduit; Fiber, 3" diameter O.35 

30 800 L.F. Conduit; Rigid Metal, 2" diameter 1.00 

31 Job Sum Electrical Grounding System 

32 3,600 L.F. Handrailing, Steel Pipe 3. 00 

33 3,000 S.F. Floor, Plating, Steel 1.10 

34 3.300 lb. Rubber Seals, moulded 0.75 

35 8,000 lb. Corrugated Sheet, Iron 0.15 

36 20 L.F. Tile Gages 6.00 

37 Job sum Stiff-leg Derrick and Machinery 

38 34,000 lb. Pick-up Boom, 2 at 17,000 lb. 0.TZT 

39 92.0C0 lb. Machinery; Sector Gate, installed 

only, 2 sets 0.05 



$ 121,800 

33.600 

14.520 

21,200 

4.720 

600 

550 

1.300 

31 ,500 

75.600 

101,250 

4,625 

3.938 

9,000 
782,400 

85,800 

100,800 
63,000 

15,000 
6,300 

25.750 

1.650 
6,560 
4,000 

3.725" 

355 
240 

7.000 

800 

400 

10,800 

3.300 

2,475 

1,200 

120 

40,000 

5.440 

4,600 



COST ES?IMA"E 



LONG SADLT GUARD GATE AND DIKE NO. 2 



Item 
No. Quantity Unit 



Designation 



Unit Price Amount 



40 

41 
42 

43 



20,800 

255,600 



Set 

lb. 

lb. 

set 



44 


400 


CWT 

(ioo#) 


45 


Job 


sum 


46 


2 


each 


47 


23,100 


S.F. 


48 


40,500 


L.F. 


49 


Job 


sum 


50 


Job 


sum 



Motors, Brakes and Limit Switches; 

for Sector Gate, installed only- 
Fender Boom 
Machinery; Wire Rope Fenders, 

installed only, 2 sets 
Motors, Brakes and Limit Switches; 

for Wire Rope Fenders, installed 

only 

Counterweight 

Sump Pumps 

Sluice Gates 

Piling; Steel Sheet 

Piling; Steel Bearing 

Field Office 

Field Office Extension 



$ 250,00 $ 
0.15 

0.05 



500 
3.120 

12,780 



300.00 

3.00 

1,100.00 
1.80 
3.00 



SUB-TOTAL 

Overhead, Engineering and Contingencies at 1Q% 

TOTAL INITIAL CONTRACT COST 

B. MATERIALS FURNISHED BY THE GOVERNMENT 



Cement - 155,000 bbls. at 
Concrete Aggregates - Fine - 85,100 tons at 1.25 

- Coarse - 163,700 tons at 1.10 

Steel; concrete reinforcement - 600,000 lbs. at 0.04 

SUB-TOTAL 
>■ Overhead, Engineering and Contingencies at 18# 

TOTAL COST, Materials furnished by Government 

C. FUTURE CONTRACT 7TORK 



600 

1,200 

1,400 

2,200 

41.580 

121,500 
6,500 
3.100 

$1,790,898 

322,362 

$2,113,260 



$ 2.50 $ 387,500 



106,375 

180,070 

24.000 

$ 697.945 
12S. 630 

$ 823,575 



Electrical Power, Lighting and Control System 
Control House Superstructure 
Access Road 

SUB -TOTAL 

Overhead, Engineering and Contingencies at 2$% 

TOTAL Future Contract Cost 



sum 
sum 
sum 



$ 

$ 
$ 



25,000 
8,000 
15.000 
48,000 
12.000 
60.000 



TOTAL COST, FEATURE NO. 17 



$2,997,000 



ST. LAWRENCE RIVER 

PROJECT 



FINAL REPORT 

1942 ^UNTS, 






3B£ 



ROBINSON BAY LOCK 
SPECIFICATIONS 



MQOfl 



2 



M_™ 



C-nrvrj 



^ 



irv 



'■v^^ 



11 



CORPS OF ENGINEERS, U.S. ARMY 

U.S. ENGINEER OFFICE • MASSENA, NEW YORK. 



APPENDIX H- 18 (2) 



ST. LAWRENCE RIVER 



PROJECT 



* * * * * 



FINAL REPORT 



1 9 k ?. 



ROBINSON BAT LOCK 



SPECIFICATIONS 



CORPS OP ENGINEERS, U.S. ARMY 



U.S. Engineer Office - Massena, New York 



July , I9I+2 



tgSMEZZ 1II=1SU2). 



Invitation No. 
No. Bidder 



(Do not write above this line) 
STANDARD GOVERNMENT FORM OF INVITATION FOR BIDS ' 
(CONSTRUCTION CONTRACT) 

WAR DEPARTMENT 
UNITED STATES ENGINEER OFFICE 
MASSENA, NEW YORK 

. 194. 

1. SEALED BIDS , in duplicate, subject to the conditions contained here- 
in, will be received until 2:00 p.m.E.3.T. , and then publicly opened 
in the united States Engineer Office, Massena, New York, for furnishing all 
labor, plant, and materials, and performing all work for the construction of 
Robinson Bay Lock, on the Long Sault Canal, about 3i miles northeast of the 
village of Massena, New York, all as indicated on the drawings or required by 
the specifications. 

2. SPECIFICATIONS AND PLANS . 

(a) The work shall be done in strict accordance with the specifica- 
tions and drawings which are designated as follows: 

(1) Robinson Bay Lock, specifications. 

(2) The drawings which will become a part of this contract are 
designated in paragraph 1-04 of the specifications. 

(b) Where copies of drawings are requested, a deposit of twenty-five 
dollars ($25«00) will be required to insure their return. The deposit should 
be in form of a united States money order or a certified check made payable to 
•The Treasurer of the United States.* The deposit will be refunded upon the 
return of the plans in good condition within 3° days after date of opening bids. 

3. INVESTIGATION OF CONDITIONS. .. Bidders are expected to visit the local- 
ity and site of the work, and to make their own estimates of the facilities 
needed, and the difficulties attending the execution of the proposed contract, 
including local conditions, availability of labor, uncertainty of weather, and 
other contingencies. In no case will the Government assume any responsibility 
whatever for any interpretation, deduction, or conclusion drawn from the exam- 
ination of the site. At the bidder's request, a representative of the Govern- 
ment will point out the site of the proposed operation. Failure to acquaint 
himself with all available information concerning these conditions will not re- 
lieve the successful bidder of assuming all responsibilities for estimating the 
difficulties and costs of successfully performing and completing the work. (See 
paragraphs 1-17 and 1-19 of the specifications.) 

4. WAGE AND LABOR PROVISIONS . - Wage, labor, and anti-discrimination reg- 
ulations are specified in paragraph I-38 of the specifications and Articles II 
(Revised), 17# and 19 (Revised) of the contract. Attention of bidders is in- 
vited to War Department labor policy for defense construction projects set out 
in memorandum of agreement approved July 22, 1941* Successful bidders will be 
expected to adhere to provisions of the agreement, copies of which are on file 
at Office of District Engineer, U. S. Engineer Office, Massena, N. Y. 

5. DOMESTIC PREFERENCE .- Articles on the preference for domestic arti- 
cles will be made a part of the contract. (See paragraph 1-34 of the specifi- 
cations. ) 

-A- 



6. ARTICLES ON FATENTS will be made a part of the contract. (See para- 
graph 1-29 of the specifications.) 

7. COMMENCEMENT AND COMPLETION , - The work shall be conmenced within 20 
calendar days after date of receipt of notice to proceed and shall be completed 
within 1230 calendar days after date of receipt of notice to proceed, in ac- 
cordance with the provisions of paragraph 1-06 of the specifications* 

8. Extension of time for completion of construction for delays due to 
National Defense Priorities will be made (Par, l-06(e) of specifications). 

9. LIQUIDATED DAMAGES for delay will be prescribed. (See paragraph 1-06 
of the specifications.) 

10. PARTIAL PAYMENTS w ill be made. (See paragraph 1-08 of the specifica- 
tions and Article 16 of the contract.) 

11. ADJUSTMENT OF CONTRACT PRICE by reason of change in Federal, State, 
and local taxes will be made. (See paragraph 1-42 of the specifications.) 

12. Adjustment of Prices for Labor and Materials . - Adjustment of prices 
in accordance with the basic increase or decrease of costs of labor and mater- 
ials will be made as provided in par. 1-45 of the specifications. 

13. ESTIMATES OF COST . - Bidders are informed that the Government will 
prepare estimates of the cost of construction of the work required by the spe- 
cifications for comparison of bids. 

14. REPORTS TO THE DEPARTMENT OF LABOR* - In order to assist the Depart- 
ment of Labor in obtaining employment statistics, bidders, unless otherwise 
indicated in their bids, will be considered as haTing voluntarily consented, 
without cost to the Government, to the inclusion of paragraph 1-38 of the spe- 
cifications as a part of the contract. 

15. Provisions of the Assignment of Claims Act of October 9» 1940 (Public 
No. 8ll-76th Congress) will be made a part of the contract. (See paragraph 1- 
44 of the specifications.) 

16. BID AND CONTRACT . 

(a) Bids must be submitted upon the standard Government form of bid, 
and the successful bidder will be required to execute the standard Government 
form of contract for construction (U.S. Standard Form No. 23). Bidders are ad- 
vised that Article 11(a) of U. S. Standard Form No. 23 has been revised to per- 
mit laborers and mechanics to work more than 8 hours per day, provided overtime 
compensation at a rate of not less than 1-1/2 times the basic rate of pay is 
paid for all working time of each laborer or mechanic in excess of 8 hours in 
any one day. Also Article 19, Nonrebate of U. S. Standard Form No. 23 is re- 
vised to read as follows, and the contract to be entered into as result of this 
invitation will be altered accordingly: 

•ARTICLE 19. Nonrebate . (a) The contractor shall furnish to the 
Government representative in charge at the site of the work covered by this 
contract, or if no Government representative is in charge at the site, shall 
mail to the Federal agency contracting for the work, within 7 days after the 
regular payment date of each and every weekly pay roll, an affidavit in the 
form prescribed by regulations issued by the Secretary of Labor and published 
in the Federal Register of March 1, 1941. 6 F. R. 1211, or any modification 

-B- 



thereof pursuant to the act of June 13 . 1934$ 43 Stat. 948 (U.S. Code title 40* 
sections 276b and 2?6c), sworn to by the contractor or the subcontractor con- 
cerned or by the authorized officer or employee of the contractor or subcontrac- 
tor supervising such payment, to the fact that each and every person employed on 
the work has the affidavit, that no rebates have been or will be made either 
directly or indirectly to or on behalf of the contractor or such subcontractor 
from the full weekly wages earned as set out on such payroll; and that no de- 
ductions, other than permissible deductions as defined in the said regulations 
pursuant to said act of June 13» 1934* &&d as described in said affidavit, have 
been or will be made, either directly, or indirectly, from the full weekly wages 
earned as set out on such pay roll. 

"(b) The contractor shall comply with all applicable requirements 
of the said regulations of the Secretary of Labor under the act of June 13* 1934i 
and the requirements of this article of the contract shall be subject to all appli- 
cable provisions of such regulations. 

•(c) The contractor shall cause appropriate provisions to be in- 
serted in all subcontracts relating to this work to insure fulfillment of the 
requirements of this article. ■ 

(b) The bid form has an entry for each item on which estimates will 
be given or payments made, and no other allowance of any kind will be made un- 
less specifically provided for in the specifications or the contract, or adjust- 
ments under irticle 3 of the contract. 

(c) All bids must be for the entire work and must have each blank 
filled. 

(d) The quantities of each item of the bid as finally ascertained at 
the close of the contract, in the units given and the unit price of the several 
items stated by the bidder in the accepted bid, will determine the total pay- 
ments to accrue under the contract. The unit price bid for each item must allow 
for all collateral or indirect cost connected with it. 

17. EXPERIENCE , (a) Each bidder shall state in the space provided in the 
bidding schedule, a brief description of the character of the work previously 
executed by him and the locations of the major projects. After the bids are 
opened, any bidder may be required by contracting officer to state whether he 

is now or ever has been engaged on any construction work similar to that propos- 
ed, the year in which it was done, and themanner of its execution, and to give 
such other information as will tend to show his ability to prosecute vigorously 
the work required by these specifications. 

(Ifc) For the manufacture and fabrication of the machinery required 
under Section XIV, the successful bidder will be required to employ an organi- 
zation thoroughly experienced- in the design and manufacture of machinery and 
gears of this character. For the installation of the lock gates, segmental 
valves, pool supply valve, wire rope fenders, emergency dam stop logs and der- 
rick swing bridge, the successful bidder will be required to employ an organi- 
zation thoroughly experienced and skilled in the fabrication and erection of 
steel structures requiring a similar high degree of precision and workmanship. 
After the opening of bids, any bidder may be required by the contracting offi- 
cer to submit satisfactory evidence that the specific organization which he 
proposes to employ on thi3 portion of the contract has successfully executed 
work of the nature and quality indicated above. 

18. DATA TO BE SUEMITTED WITH BIDS . 

(a) All bids submitted must be accompanied by a statement establi- 
shing that the bidder maintains a permanent place of business and has a suit- 
able financial status to meet obligations incident to the work. (See para- 
graph 3 of the bidding schedule.) In addition, each bidder shall submit with 

-C- 



his bid the statement of plant* drawings, charts, and other information and 
data required below. These data shall be carefully prepared and presented in 
neat and legible form on tracing paper or tracing cloth so that reproduction 
■ay be made therefrom* These data are considered essential in enabling the 
contracting officer to determine whether the bidder is responsible and experi- 
enced in similar types of construction and whether the bid is based on a care- 
ful study of construction methods which may affect the progress of the work* 
Award of this contract shall not be construed as a guarantee by the Government 
that the materials or supplies listed in the bidding schedule ^T9 approved* 

(b) Drawings shall be submitted indicating the plant layout the 
bidder proposes to utilize on the work. The drawings shall clearly indicate 
the location and manner of employment of the various major items of the plant. 
They shall include the arrangement of the plant for the handling of materials, 
and theaanner in which excavation and disposal of the excavated materials will 
be made. They shall also include the location of all material yards and the 
transportation facilities, as well as the location of the mixing plant and the 
manner in which concrete will be placed and metal work erected. The plant lay- 
out shall be accompanied by a complete list and description inserted in the 
space provided therefor in the bid form, of all plant that the bidder now has 
or will have available for commencing and prosecuting this work, and its loca- 
tion at the time of opening bids, in order that it may be inspected by the con- 
tracting officer should he so desire* The above information will be considered 
confidential* When a bidder does not own or possess plant and proposes to pro- 
cure it, firm options on all major items of proposed plant must be submitted 
when the bids are opened, 

(c) A chart or charts shall be submitted indicating the volume of 
work to be done and the rate of progress which the bidder agrees to maintain 
(see paragraph 1-19 of the specifications) for each of the following major 
operations required in the performance of the work under these specifications t 

[1) Excavation 
2) Concrete Masonry 
[3) Fill and Backfill 
k) Lock Gate Erection 

5) Valve Erection 

6) Gate Machinery Installation 

[7) Valve Machinery Installation 

[8) Movable Bridge Erection 

[9) Embankment Construction Dike #3 
(10) Embankment Construction Dike #4 

Charts shall be in the form of plotted curves in which the abscissae shall re- 
present definite intervals of time measured from date of receipt of notice to 
proceed with the work, and ordinates shall represent percentages of completion 
based on the estimated contract quantities* In preparing the charts, due allow- 
ance shall be made for probable delays caused by any unsatisfactory working con- 
ditions. Careful consideration shall be given to the preparation of these charts, 
as the rate of progress proposed by the accepted bid will be made a part of the 
contract, (See paragraph 1-19 of the specifications.) 

19. AWARD OF CONTRACT . 

(a) Subject to the rights hereinafter reserved, work will be award- 
ed as a whole to the lowest responsible bidder whose proposal fully conforms 
to the requirements of the specifications and as may be deemed most advanta- 
geous to the United States. 

(b) £ bid may be rejected if the bidder fails to furnish fcid bond 
or to submit the data required with his bid or cannot show that he has the 






necessary capital and experience and owns, controls, or can procure the nece- 
ssary plant to commence the work at the time prescribed in the specifications 
and thereafter to prosecute and complete the work at the rate or time specified; 
and that he is not already obligated for the performance of other work which 
would delay the commencement, prosecution, or completion of the work contempla- 
ted in this advertisement. 

(c)iny unbalanced bid which, in the opinion of the contracting offi- 
cer, jeopardizes the interest of the United States will be subject to rejection 
for that reason. 

(d) The right is reserved, as the interest of the Government may re- 
quire, to reject any and all bids and to waive any informality in bids received. 

20. GUARANTY .- Guaranty will be required with each bid as follows* Bid 
Bond, Standard Form No* 24» will be executed in penal sum not less than 10 per- 
cent of the total amount of the bid, but not exceeding $2,500,000. Individual 
sureties will justify in sums aggregating not less than double the penalty of 
the bid bond. (See paragraphs 8 and 9 of the Instructions to Bidders.) 

21. PERFORMANCE AND PAYMENT BONDS will be required as follows: 

(«) A performance bond with good and sufficient surety or sureties, 
for the protection of the United States, Standard Form No. 25# will be executed 
in a penal sum approximately equal to and not less than ten percent (10$) of 
the full amount of the consideration of the contract not to exceed two million 
five hundred thousand dollars ($2,500,000) 

(b) If the consideration of the contract will exceed $2,000 in amount, 
a payment bond with good and sufficient surety or sureties, for the protection of 
persons furnishing material and. labor for the work, Standard Form No. 25-A, will 
be executed in a penal sum of one-half of the full amount of the consideration of 
the contract when the latter is not more than one million dollars ($1,000,000); 
forty percent (k0%) where the contract exceeds onemillion dollars ($1,000,000) 
but is not more than five million dollars ($5*000,000); and two million five hun- 
dred thousand dollars ($2,500,000), for all contracts above five million dollars 
($5,000,000). 

22.. ADDRESS FOR BIDS' . - Envelopes containing bids must be sealed, marked, 
and addressed as follows: 
Mark in upper 

left hand corner; Address; 

Bid for Construction of 

Robinson Bay Lock To: The District Engineer 

Invitation No. U. S. Engineer Office 

To be opened at 2 p.m. ,E*S«T. , Massena, New York 

Note: See Standard Government Instructions to Bidders and copy of the Standard 
Government Form of Contract, Bid Bond, Payment Bond, and Performance Bond, which 
may be obtained upon application. 



-E- 



TABLE OP CONTENTS 



Par. No 



Paragraph Title 
SECTION I - GENERAL PROVISIONS 



Page No. 



-01 Location 

-02 Work to be Done 

-03 Description 

-04 Maps and Drawings 

-05 Quantities 

-06 Commencement, Prosecution and Completion 

-07 Sundays, Holidays and Nights 

-08 Payments 

-09 Work Covered by Contract Price 

-10 Materials Furnished by the United States 

-11 Eleotrioal Energy During the Construction Period 

-12 Order of Work 

-13 Right-of-Way 

-14 Roads and Grounds 

-15 Camp Construction and Supervision 

-16 Datum and Reference Bench Marks 

■17 Physical Data 

-18 Transportation Facilities 

■19 Organization, Plant and Progress 

■20 Liability and Safety Requirements 

•21 Lights 

-22 Use of Explosives 

-23 Property Damage 

-24 Inspection 

-25 Lines, Grades, and Measurements 

-26 Changes and Changed Conditions 

-27 Minor Modifications 

-28 Claims, Protests and Appeals 

-29 Patents 

-30 Standard Tests, Quality and Guarantees 

-31 Protection of Stored Materials 

-32 Misplaoed Material 

-33 Standard Stock Products 

-34 Preference for Domestic Artioles 

'35 Interference with other Contractors 

-36 Restoration of Site 

-37 Wage and Labor Provisions 

-38 Reports to Department of Labor 

-39 Invoioes 

-40 Cost Data 

-41 Adjustment of Contraot Price by Reasons of Change in 

Federal, State or Local Taxes 

-42 Suboontraotors 

-43 Site of Work 

-44 Assignment of Claims 

-45 Adjustment of Prioes for Labor and Materials 

-4^ Final Examination and Aooeptanoe 



-1 
•1 
■1 
-2 

'k 

-6 
•7 
-7 
•7 

-7 

-10 

-10 

-10 

-10 

-11 

•11 

•12 

-14 
-14 
-15 
-15 
-15 
-16 

-16 
-17 
-17 
-17 
-17 
-18 
-18 
-19 
-19 
-19 
-20 
-20 
-20 
-20 

-23 

-23 
-23 
-23 

-23 

-23 
-23 

-24 
■25 



Far. Nq. Paragraph Title Pag;e No. 

1-47 Approval 1-25 

SECTION II - EXCAVATION, FOUNDATION PREPARATION 
AND GROUTING 

2-01 Clearing and Grubbing 2-1 

2-02 Exoavation Requirements 2-1 

2-03 Charaoter of Materials to be Excavated 2-1 

2-04 Exoavation in Stook Piles 2-2 

2-05 Classifioation of Exoavation 2-2 

2-06 Removal and Disposal of Exoavation 2-2 

2-07 • Measurement and Payment for Exoavation 2-3 

2-08 Preparation of Foundation for Conorete Struotures 2-4 

2-09 Line Drilling 2-5 

2-10 Blasting for Exoavation 2-5 

2-11 Drilling Exploratory and Grout Holes 2-6 

2-12 Pressure Grouting Foundation 2-7 

SECTION III - EMBANKMENTS, BACKFILL AND 
PROTECTION STONE 

3-01 Definition 3-1 

3-02 ^ General Provisions 3-1 

3-O3 Preparation of Foundation for Embankment 3-2 

3-04 Class I and Class II Compaoted Earth Fills 3-2 

3-05 Class III Fill 3-4 

3-06 Filter 3~5 

3-07 Sand and Gravel Backing 3-5 

3-08 Riprap 3-6 

3-09 Seeding 3-7 

3-10 Protection of Settlement Gages, Piezometers, and 3-8 

Pressure Cells 

3-11 Determination of Foundation Settlement 3-8 

SECTION IV - PILING, STEEL BEARING 

4-01 General 4-1 

4-02 Type and Properties 4-1 

4-O3 Determination of Lengths 4-1 

4-04 Driving 4-1 

4-05 Measurement and Payment 4*1 

SECTION V - TIMBER WORK 

5-01 Timber and Lumber 5-1 

SECTION VI - CONCRETE COMPOSITION, CLASSIFICATION 
AND STRENGTH 

6-01 Composition 6-1 

6-02 Classifioation 6-1 

6-O3 Strength 6-1 



Par* No* Para graph Title Page No 

6-04 High-Early-Strength Conorete 6-1 

6 -05 Cement and Aggregate 6-1 

6-06 Water 6-1 

6-07 Storage 6-1 

6-08 Proportioning 6-2 

6-09 Mixing and Plaoing 6-3 

6-10 Test Speoimens 6-8 

6-11 Finishing 6-8 

6-12 Curing 6-9 

6-I3 Forms 6-10 

6-14 Plaoing Steel Reinf oroement 6-12 

6-15 Embedded Items 6-13 

6-16 Expansion and Contraotion Joints 6-I3 

6-17 Seal Strips 6-14 

6-18 Measurement and Payment 6-14 

SECTION VII - METALS AND MISCELLANEOUS MATERIALS 

7-01 General 7-1 

7-02 Federal Specif ioat ions 7-1 

7-03 Cast Iron Safety Tread 7-2 

7-04 Structural Steel 7-2 

7-05 Chromium Steel 7-2 

7-06 Nickel Steel 7-2 

7-07 Conorete Reinforoing Steel 7-2 

7-08 Sheet Metal 7-3 

7-09 Corrugated Iron 7-3 

7-10 Corrosion-Resisting Steel 7-3 

7-11 Steel for Springs 7-3 

7-12 Cold-Rolled Steel 7-3 

7-13 Machine Steel 7-4 

7-14 Bolt Steel 7-4 

7-15 Steel Floor Grating and Fasteners 7-4 

7-16 Steel Rail Trade and Fittings 7-4 

7-17 Stretoher-Leveled Steel 7-4 

7-18 Steel Forgings 7-4 

7-19 Steel Castings 7-4 

7-20 Iron Castings 7-4 

7-21 Bronze 7-5 

7-22 Copper 7-5 

7-23 Brass 7-5 

7-24 Solder 7-5 

7-25 Babbitt Metal 7-6 

7-26 Zino 7-6 

7-27 Lead 7-6 

7-28 Rubber Filler for Conorete Expansion Joints 7-6 

7-29 Lime 7-6 

7-30 Putty 7-7 

7-31 Plastio Cork: 7-7 

7-32 Preformed Joint Filler 7-7 

7-33 Speoial Bituminous Cement 7-7 

7-34 Steel Pipe and Fittings 7-8 



F*r. No 



Paragraph Title 



Page No. 



7-35 Wrought Iron Pipe and Fittings 7-8 

7-36 Cast Iron Pipe and Fittings 7-8 

7-37 Embedded Hanger Supports 7-8 

7-38 Standard Bolts, Screws, and Pins 7-9 

7-39 Lock Washers 7-9 

7-40 Steel Wire Rope . 7-9 

7-41 Chains and Attachments 7-9 

7-42 Floor Plating 7-9 

7-43 Tiles for Gages 7-9 

7-44 Back Water Trap Drains 7-10 

7-45 Springs 7-10 

7-46 Rubber 7-10 

7-47 Gaskets 7-10 

7-48 Felt 7-10 

7-49 Pressure Lubrioation Fittings 7-10 

7-50 Pressure Lubrioants 7-10 

7-51 Tile Gages 7-11 

7-52 Pipe Handrailing 7-11 

7-53 Measurement and Payment 7-11 

SECTION VIII - METALW0RK FABRICATION, ASSEMBLY, 
TESTS. TRIALS, MISCELLANEOUS PROVISIONS, 
AND MEASUREMENT 

8-01 General Workmanship 8-1 

8-02 Riveting 8-1 

8-03 Speoial Bolts 8-1 

8-04 Washers 8-2 

8-05 Welding 8-2 

8-06 Coping Curb and Corner Pfoteotion 8-3 

8-07 Metallio Coatings 8-3 

8-08 Maohine Work 8-4 

8-09 Unfinished Surfaces 8-4 

8-10 Part Identification and Weight Requirements 8-4 

8-11 Patterns 8-5 

8-12 Shop Assembly 8-5 

8-I3 Tests and Trials 8-5 

8-14 Shop Inspeotion 8-6 

8-15 List of Materials 8-6 

SECTION IX - ELECTRICAL REGULATIONS, WORKMANSHIP, 
MATERIALS, AND EQUIPMENT 



9-01 Standard Rules and Speoif ioations 

9-02 Gauge of Wire Cable and Sheet Metal 

9-03 Insulation Resistance 

9-04 Wiring 

9-05 Installing Metal Conduit 

9-06 Copper Wire and Insulated Wire and Cable 

9-07 Solder for Brazing 

9-08 Insulating Material for Wires and Cables 



9-1 
9-1 
9-1 
9-1 
9-2 
9-2 
9-2 
9-2 



Par. No. 



Paragraph Title 



Page No. 



9-09 Varnish 

9-10 Molded Insulation and Parts 

9-11 Conduit and Conduit Fittings 

9-12 Single -Conductor, Asbestos-Insulated, Asbestos-Braided 

Wire and Cable 

9-13 Motors for Look Operating Machines 

9-14 Brakes 

9-15 Limit Switches 

9-16 Tested Equipment and Supplies 

9-17 Payment 



9-2 
9-2 
9-2 
9-3 

9-3 
9-7 
9-8 

9-9 
9-9 



SECTION X - LOCK ELECTRICAL CONDUIT SYSTEM 



10-01 General 

10-02 Manholes and Pull -Boxes 

IO-03 Conduit Installation 

10-04 Eleotrical Grounding System 

10-05 Payment 



10-1 
10-1 
10-1 
10-2 
10-2 



SECTION XI - LOCK GATES 



11-01 General 

11-02 Materials and Workmanship 

11-03 Handrailing 

11-04 Timber 

11-05 Ereotion 

11-06 Trial Operation and Test 

11-07 Painting 

11-08 Payment 



11-1 
11-1 
11-1 
11-2 
11-2 
11-2 
11-2 
11-2 



SECTION XII - SEGMENTAL VALVES 



12-01 General 

12-02 Water Seals 

12-03 Lubrioation 

12-04 Shop Ereotion 

12-05 Pinal Ereotion 

12-06 Tests 

12-07 Painting 

12-08 Payment 



12-1 
12-1 
12-1 
12-1 
12-1 
12-1 
12-2 
12-2 



SECTION XIII - EMERGENCY DAMS 



13-01 General 

13-02 Materials and Workmanship 

13-03 Stop Logs 

13-04 Stop Log Piok-up Boom 

13-05 Stiff -leg Derrick and Maohinery 

13-06 Trial Operation and Test 

13-07 Painting 

13-08 Payment 



13-1 
13-1 
13-1 
13-1 
13-1 
13-1 
13-1 
13-1 



Par. No. 



Paragraph Titl,e 



Paige tyo, 



SECTION IIV - MITER GATE AND SEGMENTAL 
VALVE MACHINERY 



14-01 Mitering Gat© Maohinery 

14-02 Segmental Valve Machinery 

14-03 Motors, Brakes and Limit Switohes 

14-04 Workmanship 

14-05 Pressure Lubrication Fittings 

14-06 Shop Assembly and Tests 

14-07 Fainting 

14-08 Payment 

SECTION IV - WIRE ROPE FENDERS 



14-1 
14-1 
14-1 
14-2 
14-2 
14-2 
14-2 
14-2 



15-01 General 

15-02 Materials and Workmanship 

15-03 Fender Boom 

15-04 Maohlnery 

15-05 Trial Operation and Test 

15-06 Painting 

15-07 Payment 



15-1 
15-1 
15-1 

15-1 
15-2 
15-2 
15-2 



SECTION XVI - SWING BRIDGE 



16-01 General 

16-02 Materials 

16-03 Workmanship 

16-04 Design and Design Computations 

16-05 Allowable Working Stresses 

16-06 Drawings 

16-07 Maohinery 

16-08 Eleotrioal Equipment 

16-09 Railroad Track 

16-10 Highway and Sidewalk Deok 

16-11 Handrails 

16-12 Counterweight 

16-13 Ereotion 

16-14 Fainting 

16-15 Tests and Operation 

16-16 Supplementary Speoif ioations 

16-17 Fayment 



16-1 
16-1 
16-1 
16-2 
16-2 
16-6 
16-6 
16-7 
16-7 
16-7 
16-7 
16-8 
16-8 
16-8 
16-8 
16-8 
16-8 



SECTION XVII - MISCELLANEOUS EQUIPMENT 



17-01 General 

17-02 Materials and Workmanship 

17-03 Lower Pool Supply Valve 

17-04 Look Unwatering Pumps 

17-05 Sluioe Gates 



17-1 
17-1 
17-1 
17-2 
17-2 



SECTION XVIII - PAINTS AND PAINTING 



18-01 General 

18-02 Surface Cleaning and Preparation 



18-1 
18-1 



Par. No» Paragraph Title Page No* 

18-03 Paint Application 18-2 

18-04 Priming Coats I8-3 

18-05 Finish Coats 18-4 

18-06 Paints and Paint Formulae 18-4 

18-07 Chemioal Rust Inhibitor 18-6 

18-08 Phenolio Resin Varnish Vehicle 18-6 

18-09 Pigments 18-7 

18-10 Thinners and Solvents 18-7 

18-11 Miscellaneous Materials 18-8 

18-12 Inspection 18-9 

18-13 Paint for Maintenance I8-9 

18-14 Payment 18-9 

SECTION XIX - RAILROAD AND HIGHWAY 

19-01 General 19-1 

19-02 Formation of Roadbeds 19-2 

19-03 Clearing and Grubbing 19-2 

19-04 Exoavation and Embankment 19-2 

19-05 Ditohes 19-2 

19-06 Superelevation 19-2 

19-07 Gravel Fill Base 19-2 

19-08 Culverts 19-3 

19-09 Ballast for Railroad 19-3 

19-10 Ties 19-3 

19-11 Traok 19-4 

19-12 Signs and Markers 19-5 

I9-I3 Bituminous Maoadam Road Surfaoing 19-5 

19-14 Highway Guard Rail 19-5 

19-15 Seeding 19-6 

SECTION XX - GOVERNMENT FIELD OFFICE 

20-01 General 20-1 

20-02 Federal Speoif ioations 20-1 

20-03 Exoavation, Filling and Grading 20-2 

20-04 Foundation 20-2 

20-05 Concrete Floors 20-3 

20-06 Framing 20-3 

20-07 Floors 20-3 

20-08 Siding 20-3 

20-09 Roofing 20-3 

20-10 Walls and Ceilings 20-4 

20-11 Exterior Trim 20-4 

20-12 Interior Wood Finish . 20-4 

20-13 Windows and Frames 20-4 

20-14 Doors and Frames 20-5 

20-15 Soreens 20-5 

20-16 Louvres 20-6 

20-17 Venetian Blinds 20-6 



20-18 


Hardware 


20-19 


Painting 


20-20 


Plumbing 


20-21 


Eleotrioal Wiring 


20-22 


Heating 


20-23 


Pire Proteotion 


20-24 


Flagpole 


20-25 


Removal of Building 


20-26 


Payment 



Paragraph Title Page No, 

20-6 
20-6 
20-7 
20-7 
20-8 
20-9 

20-9 
20-9 
20-9 






U. S. ENGINEER OFFICE 

ST. LAWRENCE RIVER DISTRICT 

MASSENA, NEW YORK 



WAR DEPARTMENT 
Appropriation title 



SPECIFICATIONS FOR THE CONSTRUCTION OF 
ROBINSON BAY LOCK - LONG SAULT CANAL 

SECTION I. GENERAL PROVISIONS 

1-01. LOCATION. - The site of the work contemplated by these specifi- 
cations is in northern New York State, in the County of St. Lawrence, near 
the International Rapids Section of the St. Lawrence River, about 3i Mies 
northeast of Massena, New York, the nearest town. The general location of 
the site is shown on Sheet No. 2 of the drawings described in paragraph 1-04 
of the specifications. 

1-02. WORK TO BE DONE. 

(a) The work provided herein is authorized by ______ 

Act, approved , 194 • 

(b) The work to be done under this contract and in accordance with 
these specifications consists of furnishing all plant, superintendence, labor 
and materials, except as noted in paragraph 1-10, and performing all work re- 
quired for the construction of the Robinson Bay Lock, except for specifically 
excepted items, v.ith appurtenant works, complete in accordance with the draw- 
ings and these specifications. The main features of work are as follows: 

(1) Excavation for navigation channels and for foundations of 
concrete structures including Foundation Preparation and Grouting. (See Sec- 
tion II.) 

(2) Placing concrete, reinforcement, and embedded parts for 
lock. (See Section VI). 

(3) Erection and installation of lock gates and operating ma- 
chinery, lock valves and operating machinery, emergency stop logs and handling 
derrick, wire rope fenders, a movable bridge, a pool supply valve and permanent 
unwatering pumps. (See Section XVII.) 

(4) Placing fill and back fill adjacent to lock walls. (See 



(5) Driving piles for approach wall foundations. (See Section 



Section III.) 

IV.) 

(6) Construction of earth embankments - Dikes Nos. 3 and h» 
(See Section III.) 

(7) Miscellaneous iten^s including embedded electrical conduit 
system and other work as specified or shown on the drawings, and such inciden- 
tal work as may be needed or ordered in writing by the contracting officer. 

1-03. DESCRIPTION. - The completed work at this site will provide a nav- 
igation lock having usable chamber dimensions of 80 ft. width by 800 ft. 
length, a minimum depth of 30 ft. of water over gate and emergency dam sills, 
a maximtttn possible lift of 49 ft. A guide wall approximately 1200 ft. long 
and wing wall approximately 400 ft. long will be provided at both the upper and 
lower approaches to the lock. All lock walls will be of concrete, gravity- type 
section. The look chamber walls will be founded on rock and will have an aver- 
age height of about 110 ft. The approach walls will be founded on earth and/or 



1-1 



pile* and will have heights of 41 to 51*5 feet. The look vails will be backed 
with fill and. will be oonneeted at the upper end by dike cnhanVwentB to a nat- 
aral ridge on one side aad to a dike constructed valor separate contract on the 
ether side* A railroad aad a highway will be provided on top of these connect- 
ing dikes and will cross the upper end of the lock on a Movable bridge* 

1-0^. MAPS AND DRAWINGS. 

(a) The work shall oonform to maps and drawings marked *St Lawrenoe 
River Project, Robinson Bay Look", title and file marked as listed below, 
whioh form a part of these spe oif ications and whioh are filed in the U. S. En- 
gineer Office, St. Lawrenoe River Distriot, Massena, New York* 

LIST OP DRAWINGS - ROBINSON BAT LOCK 

Sheet Pile 
No. No. Title 

GENERAL DRAWINGS 

1 ML-I-OA Index 

2 1/1 Project Looation Map 

3 1/2 Plan of Exploration 

4 1/3 Plan of Exploration. - Dike No. 4 

5 1/4 Reoord of Exploration 

6 1/5 Reoord of Exploration 

7 1/6 Reoord of Exploration 

8 1/7 Reoord of Exploration 

9 1/8 Reoord of Exploration 

10 1/9 Reoord of Exploration 

11 1/10 Reoord of Exploration 

12 lAl Site Map 

13 1/L2 General Plan 

LOCK WALLS 



14 15/A Stability Analyses 

15 15/fe Stability Analyses 

16 15/1 Masonry - Upper Gates - Plan 

17 15/2 Masonry - Upper Gates - Elevation and Sections 

18 15/3 Masonry - Upper Gates - Elevation and Sections 

19 15/4 Masonry - Wall between Gates - Plan 

20 15/5 Masonry - Wall between Gates - Plan 

21 15/6 Masonry - Wall between Gates - Elevation and Sections 

22 15/7 Masonry - Lower Gates - Plan 

23 15/8 Masonry - Lower Gates - Elevation and Sections 

24 ML-1-15/9 Masonry - Lower Gates - Elevation and Sections 

25 15/10 Masonry - Upper Approach Walls - Plans and Elevations 

26 15/11 Masonry - Lower Appro aoh Walls - Plans and Elevations 

27 15/12 Masonry - Approaoh Walls - Sections 

28 15/13 Details - Miscellaneous Metal Parts 

EMBANKMENT 

29 20/1 Plan of Dikes No. 3 and No. 4 

30 20/2 Profiles and Seotions - Dike No. 3 and No. 4 

31 20/3 Sections - Dike No. 4 

1-2 



32 


5o/i 


33 


50/2 


34 


50/3 



LOCK GATES 

Upper Lock Gates - General Drawing 
Lower Look Gates - General Drawing 
Upper and Lower Look Gates - Details 

LOCK GATE OPERATING MACHINERY 

35 55/1 Assembly Drawing 

SEGMENTAL VALVE 

< 

36 60/1 General Drawing 

SEGMENTAL VALVE OPERATING MACHINERY 

37 65A Assembly 

SWING BRIDGE 

$Q 90/1 General Outline and Stress Diagrams 

39 90/2 Bridge Supports and Maohinery Layout 

WIRE ROPE PENDER 

40 95A Boom Assembly 

41 95*2 Operating Maohinery Assembly 

42 95/3 Friction Brakes 

43 95/4 Coupling Pin Operating Machinery 

EMERGENCY DAMS 

44 105A General Drawings 

45 105/2 Stop Logs - Type A 

46 105/3 Stop Logs - Type B and C 

47 105/4 Stop Log Pickup Boom 

TEMPORARY CONSTRUCTION 

48 ML-I-I60/I Field Offioe - Plans and Elevations 

49 160/2 Field Office - Utilities 

ACCESS HIGHWAY 

50 185/1 Plan and Profile 

51 185/2 Plan and Profile 

52 185*3 Typical Highway Sections 

ACCESS RAILROAD 

53 195/1 Plan and Profile 

54 195/2 Plan and Profile 

55 135/3 Typical Railroad Sections 

(b) These drawings show the work with as much detail as is possible 
in the present stage of development of the design. The work shall conform to 
such other drawings and addenda relating thereto as may be published and/or 

1-3 



exhibited in the office of the contracting offioer prior to the opening of pro- 
posals, and to such drawings in explanation of details as may be required from time 
time during construction, inoluding suoh modifications as the contracting of- 
fioer may oonsider necessary on aooount of conditions that are found to exit 
during the prosecution of the -work. Detail bar lists and bending shedules for 
steel reinforoement -will be furnished by the United States. 

(o) Prior to the execution of the work the contractor shall check 
all drawings and shall immediately report to the contracting offioer a ny errors 
or omissions discovered therein. Errors and/or omissions in drawings will not 
relieve the contractor of his responsibility for the correct fitting together 
and exact position of all parts of the work in accordance with the specifica- 
tions. Parts and details not fully indicated on the drawings shall be detail- 
ed by the contractor in aooor dance with the best practice, or as directed by 
the oontraoting offioer. The contractor shall submit fabricator's shop draw- 
ings of all structural steel and other metql work for approval. He shall also 
submit such shop drawings for all equipment specified herein to be designed* 
as well as furnished and installed, by the contractor. The contraotor shall 
submit such design computation and material lists of all mechanical and eleo- 
trioal equipment as may be required by the contracting officer. No material 
shall be furnished or work done thereon prior to approval of these drawings. 
The oontraotor shall submit three (3) prints of each of such detailed draw- 
ings to the contracting officer who will return one print with his approval or 
notations of suoh ohanges as he finds necessary. Each print submitted for ap- 
proval shall have in the lower right-hand oorner just above the title a white 
spaoe 3 inohes by 4 inches in size in which the contracting officer will indi- 
cate the aotion taken. After approval, the contractor shall furnish the con- 
tracting offioer one tracing and five prints of each approved drawing. Three 
copies or sets of parts oatalogs, spare parts lists and operating instructions 
shall be furnished as speoified above or as requested by the contracting offi- 
oer. Payment for the contractor's drawings, including revisions hereof, parts 
oatalogs, spare parts lists and operating instructions shall be inoluded in the 
contraot prices paid for material or work. All of these items will form a part 
of the contraot when approved by the contracting officer. 

(d) Ten sets of prints of necessary contraot drawings (one -half size 
reproductions, or full size if desired) and twenty sets of specifications will 
be furnished -the contractor without charge. Additional prints may be secured 
upon request at the cost or reproduction. 



1-05. QUANTITIES. - The following estimate of quantities of work to be 
preformed, as also shown in the •Schedule of Bid Items* under these specifica- 
tions, is given only to serve as a basis for oanvassing bids and for determining 
the approximate amount of the consideration of the contraot. Unless the con- 
tract is terminated by the failure of Congress to appropriate additional funds 
(see paragraph 1-08), the contractor will be required to complete -the work speo- 
ified in paragraph 1-02 hereof, be the required quantities more or less than the 
amounts shown. 



Item No, 



Designation 



Unit Quantity 



1 

2 

3 
4 
S 
6 

7 



Exoavation; Common j Cu.Yd. 

Excavation; Rook : Cu.Yd. 

Line Drilling : Sq.Pt. 

Earth Pill; Compacted, Class "I* : Cu.Yd. 

Earth Fill; Compacted, Class "II* : Cu.Yd. 

Earth Fill; Class "III* . Cu.Yd. 

Filter : Cu.Yd. 



3,313,000 

20,200 
10,000 

439.000 
1,431,000 

716,000 

35.ooo 



1-4 



Item Ho.; 



De situation 



Unit 



Quantity 



8 

9 

10 

11 

12 

13 
14 
15 
16 

17 
18 

19 

20 

21 

22 

23 
24 

25 

26 

27 
28 
29 
30 
31 
32 
33 
34 
35 
36 
37 
38 
39 
40 

41 
42 

43 
44 
45 
46 
47 
48 

49 
5o 
51 

52 



Sand and Gravel Backing 
Riprap; Dumped t Class "A* 
Riprap; Dumped, Class *B* 
Drilling; Grout Holes in Concrete 
Drilling; Grout Holes in Rock, to 25 

Feet 
Drilling; Grout Holes in Rook, 25 feet 

or over 
Drilling; Exploratory Holes in Rock, 

to 25 feet 
Drilling; Exploratory Holes in Rock, 

25 to 50 feet 
Drilling; Exploratory Holes in Rock, 
SO to 100 feet 
Pressure Grouting 
Sand in Grout 
Rock Flour in Grout 
Timber ; White Oak 
Timber; Common (Creosote d) 
Concrete; Class "A* 
Concrete; Class "B" 
Steel; Structural, Miter Gate s, Movable 

Parts 
Steel; Structural, Segmental Valves 

Movable Parts 
Steel; Structural, Stop Logs 
Steel} Structural, Miscellaneous 
Steel Erection; Concrete Reinforcement 
Forgings; Steel 
Castings, Steel 

Castings; Alloy Steel (including Nickel*) Pound 
Castings; Iron 
Brass and Bronze 

Miscellaneous Hon -Ferrous Metals 
Pipe; Steel, Blaok, 12 inch Dia. 
Pipe; Steel, Black 6 inch Dia. 
Pipe; Steel, Blaok 4 inch Dia. 
Pipe; Corrugated Iron, 12 inch Dia. 
Pipe; Corrugated Iron. 24 inoh Dia. 
Conduit; Fiber, 3 inch Dia. 
Conduit; Rigid Metal, 2 inch Dia* 
Electrioal Grounding System 
Handrailing; Steel Pipe 
Floor Plating; Steel 
Rubber Seals; Moulded 
Corrugated Sheet; Iron 
Tile Gages 
Core Boxes 

Stiff -Leg Derrioks and Machinery 
Piok-up Boom; 2 at 12,600 lbs. 
Maohinery; Miter Gates, Furnished and : 

Installed 8 sets 



Cu.Td. : 


83,000 


Cu.Yd. : 


720 


Cu.Td. : 


49,000 


Lin.Ft. : 


1,400 


,Lin-Ft. : 


2,900 


sLin.Ft. : 


900 


:Lin.Ft. : 


1,000 


:Lin.Ft. - 


400 


r ! 

:Lin.Ft. 


: 400 


: Cu.Ft. 


: 5t000 


• Cu. Ft. 


: 300 


s Cu.Ft. 


I 300 


*M.F»B.M. 


: 37.0 


^♦F.B.M. 


1 14.5 


• Cu.Yd. 


* 1,300 


: Cu.Yd. 

• 
• 


{ 496,000 


£ Pound 
1 


1 3,6o5tOOO 


Pound 


1 172,000 


' Pound 


: 1,048,000 


\ Pound 


: 666,000 


* Pound 


1 1,100,000 


Pound 


224t000 


: Pound 


540,000 


l) Pound 


4,000 


1 Pound 


s 468,000 


: Pound 


i4t5oo 


x Pound 


: 15.500 


tLin.Ft. 


: 2,500 


rLin.Ft. 


: 900 


: Lin .Ft, 


: 550 


sLin.Ft, 


: 2,800 


:Lin.Ft. 


t 170 


:Lin»Ft. 


: 17,000 


zLin.Ft. 


: 1,500 


: Sum 


: Job 


:Lin.Ft. 


4,250 


: Sq.Ft. 


j 9,800 


: Pound 


: 7.150 


: Pound 


: 43.000 


:Lln.Ft. 


* 29.5 


: Each 


: 250 


: Sum 


: Job 


: Pound 


25.200 



Maohinery: Miter Gates, Furnished 
Only 10 sets 



: Pound 



Pound 



368,000 
460,000 



1-5 



Item No. j 



Designation 



Unit t Quantity 



53 
5h 

55 

56 

57 
58 

59 

60 

6l 
62 

64 

65 
66 

67 
68 

69 
70 
71 

72 

73 
74 

7 I 
76 

77 
78 



Machinery; Segmental Valves, Furnished 

and Installed 4 sets 
Machinery; Segmental Valves, Furnished 

only 4 sets 
Motors, Brakes and Limit Switches; For 

Miter Gates, and Segmental Valves, 

Furnished and Installed 
Motors, Brakes and Limit Switches; For 

Miter Gates, and Segmental Valves 

Furnished Only 
Fender Boom, including spare parts 
Machinery; Wire Rope Fender, Furnished 
& Installed 3 sets 

Machinery] Wire Pope Fenders, Furnish- 
ed Only, 9 sets plus spare rope and 

rope sockets 
Motors, Brakes and Limit Switches; For 

Wire Rope Fenders, Furnished and 

Installed 
Motors, Brakes and Limit Switches, For 

Wire Rope Fenders, Furnished only 
Counterweight 

Swing Bridge and Machinery} Complete 

Lower Pool Supply Valve 

Lock Unwatering Pumps 

Sluice Gates 

Field Office . 

Field Office Extension 

Piling; Steel Bearing 

Seeding 

Rolling for Each Additional Two Trips 

Removal; Temporary Railroad 

Gravel Fill Base 

Ballast 

Ties 

Track Laying 

Road Surfacing 

Highway Guard Rail 



1-06. COMMENCEMENT, PROSECUTION AND 



Pound 
Pound 

Set 



Set 
Pound 

Pound 



Pound 



Set 



151,200 
152,800 

12 

14 
40,200 

383.400 
1,168,000 



% Set 


9 


t C«W.T. ' 


1 


i(1001b) 


300 


1 Sum 


1 Job 


1 Sum 


1 Job 


t Sum 1 


i Job 


t Each 1 


1 3 


t Sum 


1 Job 


1 Sum i 


1 Job 


tLin.Ft. 1 


t 42,000 


1 Acre 


« 25 


s square 1 




1 (100SF)i 


[ 200,000 


iLin.Ft* 1 


1 16,500 


i Cu.Yd. a 


t 4.800 


t Cu.Yd* \ 


1 2,400 


i Each 1 


t 4.300 


:Lin*Ft« 1 


1 7,896 


j Sq.Yd. 1 


t 19,300 


:Lla*Ft* j 


t 11,100 



(a) The contractor will be required to commence work under the con 
tract within twenty (20) calendar days after the date of receipt by him of no- 
tice to proceed, to prosecute the said work with faithfulness and energy, and 
to complete the entire work within 1230 calendar days after said date of re- 
ceipt by him of notice to proceed, plus any extension of time duly granted un- 
der the provisions of the contract and specifications* The work shall be pro- 
secuted as vigorously as practicable during all seasons of the year. 

(b) In case of failure on the part of the contractor to complete 
the entire work within the time thus determined and agreed upon for its comple- 
tion, the contractor shall pay to the Government as liquidated damages the sum 
of $1000: for each calendar day of delay until construction is completed and the 
lock is placed in operating condition as determined by the contracting officer* 



1-6 



(e) Should the construction be completed and placed in operating 
condition except for minor finishing work as determined by the contracting 
officer, the contracting officer may conditionally accept and occupy the work; 
and thereafter the contractor shall pay to the Government, as liquidated da- 
mages the sum of $100 for each calendar day of delay until all the items and 
minor finishing work have been completed and accepted. 

(d) In the event the entire structure has been completed and ac- 
cepted and all work under the contract has been completed except for removal 
of contractor's plant and buildings and restoration of the site, no further . 
liquidated damages will be assessed, but final payment will not be made until 
this latter work has been accomplished as required* 

(e) If the completion of the undertaking to be performed under the 
terms of this contract be delayed by reasons of delay in the delivery of ma- 
terials or supplies essential to such performance because of national defense 
priorities and without the fault or negligence of the contractor, the time of 
performance will be extended for a period equal to such delay, as determined 
by the contracting officer and subject to appeal as provided in Article $ of 
the contract* 

1-07* SUNDAYS, HOLIDAYS AND NIGHTS, - Work on Sundays, holidays, and 
nights will be at the option of the contractor. However, when the contractor 
elects to work at such times notice of his intention to do so shall be given 
the contracting officer within a reasonable time in advance thereof* 

1-08. PAYMENTS. 

(a) (Availability of Funds?) 

(b) Payments will be made monthly on estimates of work performed in 
accordance with the contract and not included in any prior estimate, except that 
tea percent (10%) of the amount of each estimate will be retained until the to- 
tal amount retained is ___ dollars (____)• and this amount will be 
retained until it equals ten percent (10%) of the remaining work to be done^ 
Thereafter with each monthly payment there will be paid such portion of the a- 
mount so retained a s is in excess of ten percent (10%) of the work remaining to 
be done until the amount retained is reduced ___. mm , dollars (____)* 
which amount will be retained until the completion of the contract when final 
payment will be made* 

1-09* WORK COVERED BY CONTRACT PRICE. 

(a) The contractor shall, under his contract prices, furnish and pay 
for all materials (except as specified in paragraph 1-10), labor and equipment 
for all permanent, temporary, preparatory and incidental work, furnish all ac- 
cessories and do everything which may be necessary to carry out the contract in 
good faith, which contemplates everything completed in good working order, of 
good material and with accurate workmanship, skillfully fitted and properly con- 
nected and put together* 

1-10* MATERIALS FURNISHED BY THE UNITED STATES. 

(a) The following material furnished by the United States will be de- 
livered to the contractor f.o.b* at site of work; 

(1) Cement 

(2) Aggregates for Concrete 

(3) Reinforcing Steel 

The contractor shall be responsible that all railroad car* are unloaded prompt- 
ly and will be held liable for any demurrage charges due to his failure to do 
so* He will be required to unload, store, and use these materials in accordance 
witn the specifications, and contract drawings* Prior to the date the contractor 

1-7 



expects delivery of any materials furnished by the United States he shall have 
completed the necessary railroad an''' highway facilities in accordance with Sec- 
tion XIX. 

Ob) All materials shall be adequately housed or otherwise protected 
against deterioration and damage. When material stored at the site is not ade- 
quately protected by the contractor t such material will be kept protected by tine 
contracting officer at the expense of the contractor. 

(c) Cement . - All cement furnished, except high early strength, will 
be a mode rate -he at-ofrhardening Portland cement conforming to Federal Specifi- 
cation SS-C-206. Cement will be made available to the contractor at the aforer 
mentioned point of delivery at any time after the date of notice to proceed, but 
he shall give the Government at least 30 days notice in advance of tte time he 
will require the first material, and thereafter he shall at all times keep the 
contracting offioer informed of his anticipated requirements* Ten days before 
the first of each month or at such other times as may be directed by the con- 
tracting officer, the contractor shall furnish written notice of his future ce- 
ment requirements for the next 30 days. The Government will at all times expe- 
dite the delivery of all orders but the Government will not be liable for any 
expense or delay caused the contractor by delayed deliveries, except as provided 
under Article 9 of the contract. Copies of all orders for cement will be fur- 
nished promptly to the contractor. The cement will be furnished in bulk except 
that necessary for grouting and finishing work f which will be furnished in paper 
bags. Any cement, bulk or bag, "which is damaged after delivery to the contrac- 
tor will be paid for by him. Any difference in excess of one-half of one per- 
cent between the net quantity of bulk cement delivered to the contractor, and 
the quantity incorporated in the completed and accepted work will be charged to 
the contractor, at its cost to the government at the point of delivery to the 
contractor. The quantity of bulk cement delivered to the contractor will be de- 
termined by certified shipping weights. The contractor shall provide, at the 
site, a minimum storage for not less that 20,000 barrels of built cement and 500 
barrels of bag cement. In order that cement will not become unduly aged after 
delivery, the contractor shall not use cement in the work directly from the 
freighting or transporting operations whenever p~y cement is available that has 
been stored more than 60 days after delivery tt the contractor. Cement that has 
been stored for more than 90 days shall be retested at the expense of the con- 
tractor. (See paragraph l-30(d).) Storage bins for cement shall be constructed 
so that there will be no dead storage and so as to provide adequate protection a- 
gainst the elements. 

(d) Aggregates for Concrete . - All aggregates for conorete will be ei- 
ther natural or manufactured sand and gravel or crushed rook. Investigations are 
being continued by the contracting officer for concrete aggregates. The results 
of these investigations will be made available to interested bidders at the TJ. S. 
Engineer Office, Masse na, New York, and bidders may also, by request, obtain a 
copy of the Government specifications for concrete aggregates to be furnished. 
Aggregates will be made available to the contractor at the site of the work. The 
contractor shall give at least 30 days notice to the contracting officer in ad- 
vance of the time he will require the first delivery of aggregates and thereafter 
he shall at all times keep the contracting officer informed of his anticipated 
requirements. Ten days before the first of each month or at such other times as 
may be directed by the contracting officer, the Contractor shall furnish written 
notice of his future aggregate requirements for the next 30 days. The Govern- 
ment will at all times expedite the delivery of all orders but the Government 
will not be liable for any expense or delay caused the contractor by delayed de- 
liveries except as provided for under Article 9 of the contract. Copies of all 
orders for aggregate will be furnished promptly to the contractor. An$r fcggr©gate 
lost or misused shall be paid for by the contractor. Any difference in excess 

of 'one-half of one percent between the net quantity of aggregate delivered to the 

1-8 



contractor and the quantity incorporated in the completed and accepted work 
will be charged to the contractor at its cost to the Government at the point 
of delivery to the contractor. The quantity of aggregate delivered to the con- 
tractor will be determined by certified shipping weights. Aggregates will be 
delivered in separate sizes in accordance with paragraph 6-08(f). Aggregates 
shall be stockpiled and stored in accordance with paragraph 6-07(b). 

(e) Cement and aggregates furnished by the Government may be used by 
the contractor in erecting construction plants and facilities. The contractor 
will be billed for the actual cost to the Government at the inspection points 
of delivery for furnishing the materials so used by the contractor. The mate- 
rials thus used shall not be included in the one-half of one percent tolerance 
specified above. 

(f) The contractor shall check the quantity and condition of all ma- 
terials delivered to him at the time of unloading, and in case there is damage 
to, or shortage of cement or aggregates, he shall report it to the contracting 
officer in writing within 2k hours after delivery. If there is any shortage, 

or damage which in the opinion of the contracting officer is sufficient to cause 
the materials to be unfit for use in the work, and the shortage or damage has 
not been reported as specified above, the contractor will be charged vith the 
actual cost of replacement of such shortage or damage. 

(g) The contractor shall return to the Government f.o.b. in cars at 
the aforementioned point of delivery, all cement furnished by the Government and 
not used. The contractor will be charged for any cement, not used and not re- 
turned, an amount equal to the cost to the Government at the point of delivery 
to the contractor. 

(h) Reinforcement . - Steel reinforcement for concrete will be fur- 
nished the contractor f.o.b. freight cars at the aforementioned point of deli- 
very. Reinforcement will be mill bent, cut to required lengths and marked 
for identification. It will conform to Federal Specifications Q&-B71a t type B, 
grades 2,3,4 t or 5* 

(i) Reinforcement will be made available to the contractor within 
100 days after the contractor notified the Government he will require such re- 
inforcement, and he shall furnish written notice of his requirements for the 
first four months. Thereafter he shall at all times keep the contracting of- 
ficer informed of his anticipated requirements for reinforcement in the follow- 
ing manner: On the first day of the first k -month period the contractor shall 
furnish written notice of his future requirements during the second 4- m ° n ' t k V^" 
riocL, and so on through the duration of the contract. Upon receiving notice to 
proceed the contractor will also furnish the contracting officer a general sche- 
dule of reinforcement requirements for the duration Of the contract by four- 
month periods, it being understood that shipments may be based on definite re- 
quirements as stated in the contractor's four monthly notices of requirements. 

(j) The Government will at all times expedite the delivery of all 
orders but the Government will not be liable for any expense or delay caused 
by delayed deliveries, except as provided for under Article 9 of the contract. 
Copies of all orders for concrete reinforcement will be furnished promptly to 
the contractor. 

(k) Any reinforcement which is damaged after delivery to the contrac- 
tor, and any difference in excess of one-half of one percent between the net 
quantity of reinforcement delivered to the contractor and the quantity incorpo- 
rated in the completed and accepted work will be charged to the contractor, at 
its cost to the Government at the point of delivery to the contractor. The 
quantity of reinforcement delivered to the contractor will be determined by 
certified shipping weights. 

1-9 



1-11. ELECTRICAL ENERGY DURING TIE CONSTRUCTION PERIOD. 

(a) The United States will provide a source of electrical energy 
■without cost to the contractor at a point approximately 500 feet from the site. 
The capacity of this source will be 3OOO K.V.A. a t 66Q© volts, 3-phase, 60 cy- 
ole. If the contractor elects to use this power he shall provide without coat 
to "the United States, all facilities and equipment necessary to furnish himself 
with eleotrical energy for power and lighting from the above source. This shall 
include a meter and metering equipment, transformers, poles, switches, lights, 
and any other equipment that may be necessary. The contractor will be required 
to light during the construction period all highway built by him f and all job 
roads, outside work areas, all safety lights, traffic lights (See paragraph 1- 
21), and any other lighting as directed all to the satisfaction of the con trac- 
ing officer. Energy will be 3-phase 60-cycle, for the operation of all govern- 
ment permanent equipment, and shall be furnished at the voltages as required for 
each specific use or as indicated on the drawings. The contractor shall main- 
tain service until completion of the contract. All costs for electrical ener- 
gy shall be borne by the contractor. The contractor shall make payment to the 
United States each month for electrical energy furnished him, at the rate of 
the actual cost to the United States, plus 103» to cover installation and over- 
head, for supplying the electrical energy. This rate will be in accordance 
with service classification No. 2-A of the Central New York Power Corporation. 

(b) The contractor shall provide for the period of this contract the 
electrical energy for lighting and miscellaneous use in the government field of- 
fice (Section JDC). The contractor shall provide an electric meter in the field 
office, and each month the electrical energy furnished -the field office will be 
deducted from the total electrical energy furnished the contractor. The energy 
required in the field office shall be 220/11 G-volt t - 60-cycle, single-phase, 3 
wires. 

1-12. ORDER OP YiDRK. • Work shall be carried on at such places and also 
in such order of precedence as may be fi> und necessary by the contracting of- 
ficer, and shall be constructed in every»part inexact conformity with the lo- 
cation and limit marks, which will be indicated by stake s, lines, marks or other- 
wi se . 

1-13. RIGHT -OF-lttT. - Th e right-of-way for the work covered by these spec- 
ifications and for the access railroad and highway will be furnished by the 
Government. 

1-14. ROAD AND GROUNDS. 

(a) The contractor shall have the privilege of using the Government- 
controlled land at the site, except for that part of said lands as may be re- 
served by the contracting officer for other purposes. 

(b) Prior to commencement of work under the contract, the contractor 
shall submit, for the approval of the contracting officer, prints in triplicate 
showing the location of the major plant, buildings, roadways, unloading facili- 
ties and storage yards which he proposes to construct on the Government-con- 
trolled lands at the site. 

(c) At any time during the progress of the work the contractor shall, 
when so directed by the contracting officer, promptly vacate and clean up, with- 
in 60 days after written notice, without expense to the Governemt, any part of 
the grounds which have been in use by him when such grounds are needed for o- 
ther purposes. The contractor shall keep the buildings and grounds in use by 
him at the site of the work in an orderly and sanitary condition and shall pro- 
vide suitable extinguishers or other fire-fighting apparatus for ready use in 

1-10 



all buildings erected or in use by the contractor on Government property. 

(d) The contractor shall not obstruct any existing roads on the lands 
controlled by the United States and shall maintain all roads in -the vicinity of 
the work in as good condition as exists at the time of commencement of the work. 

(e) The contractor "Will be required to construct a covered wooden ob- 
servation platform having an area of about six -hundred (600) square feet for the 
use of the general public. This platform will be constructed at a location se- 
lected by the contracting officer. The contractor will also provide suitable 
and safe access to the observation platform for the general public so that it 
may observe the work in progress. No separate payment wi 11 be allowed for this 
work» 

1-15. CAMP CONSTRUCTION AND SUPERVISION. 

• (a) The construction, operation and maintenance of facilities for 
the quartering and subsisting of the contractor's employees will be subject to 
the approval of the contracting officer if the facilities are located on Govern- 
ment property. The contractor will be permitted to construct such facilities 
on the right-of-way owned by the Government only at such locations specifically 
approved by the contracting officer. The type of construction and design for 
the buildings erected by the contractor will be subject to the approval of the 
contracting officer. Expensive or permanent types of construction will not be 
required, but no unsightly, unsanitary shacks or shanties will be permitted. 
The contractor will be required to comply with State and local laws relative to 
police and sanitary measures and with other protective measures imposed by the 
contracting officer in the administration of his camps. In the event of non- 
compliance with such laws and regulations, the contracting officer will enforce 
them at the expense of the contractor. The contracting officer may require the 
contractor to discharge any employee from the work for violation of camp regu- 
lations. 

(b) In the event the contractor make s arrangements with landowners* 
other than the Government, near the site of tfee work for Hie construction of 
temporary facilities for -the quartering and subsisting of his employees, he will 
be subject, in the operation and maintenance of such a camp to all the provisions 
of subparagraph (a) above with respect to the requirements for compliance with 
all State and local laws relative to police and sanitary measures, and with mea- 
sures such as safety, fire hazard and protection, etc., imposed by the contract- 
ing officer. In the event of noncompliance with such laws and regulations while 
operating and maintaining a temporary camp not on the Government-owned or con- 
trolled property, the contracting offiogrmay require ihe contractor to discharge 
from the work any employee for violation of camp regulations, notwithstanding the 
fact that the camp may not be located on Government-owned or controlled property. 

(c) In the event the contractor provides subsistence for his employees* 
he shall also provide subsistence to such Government employees as may require 
such accommodations and at the same rates charged his own employees. 

(d) No business or recreational facilities shall be established or 
operated on Government-owned or controlled lands without the written approval 
of the contracting officer. 

1-16. DATUM AND REFERENCE BENCH MARKS. - The plane of reference used in 
these specifications and. on the drawings' is Mean S©-a Level. Elevations refer- 
ring to this datum plane are to be determined from the following bench mark: 
See Eulletin 5U| » Results of Spirit Leveling in New York. U. S. Geological 
Survey, page 59. 



1-11 



1-17. 



Pollys Creek, 420 feet east of, 5*5 fleet from 
south fenoe of road, on south side of river road 
on line of a stone fence running north and south* 
opposite barnyard of Frank Polly's farm; top 
roundheaded trass bolt set in concrete base (U.S. 
Corps of Engineers 4). Elevation 221,378. 

PHYSICAL DATA. 



(a) Foundation data , - Investigations, borings, probings, test 
trenches, pits and test shafts made at the site by the United States to 
determine the character of the foundation materials are shown on sheets Nos. 
3 to 11 inclusive, of the drawings referred to in paragraph l-Ol}.. 

The United States does not guarantee that other materials "will not be 
encountered nor that the proportions of the several materials will not vary 
from those indicated by the explorations. Bidders are expected to examine the 
site of the work, the logs of borings, tests pits, probingst and the cores and 
samples which are available at the U. S. Engineer Office, Massena, New York, 
and after investigation decide for -themselves the character of the materials 
and make their bids accordingly* 

(b) Weather Conditions. - Meteorological data in the form of rain- 
fall and temperature records, prepared from records covering a period of 33 
years (1907 to 1939* inclusive) of the U. S. Weather Bureau Station at Canton, 

New York, approximately 35 miles southwest of the site of the work, are as 
follows: 







Temperature 


Precipi 


tation 








Degrees 


Fahrenheit 


(Mean Monthly) 






Mean 


Extreme 


Extreme 


Total 




Inches 


Month 


Monthly 


Max. 


Mi-n. 


Inches 




of Snow 


January 


16.8 


61 


-41 


2.64 




14*9 


February 


15*8 


63 


-43 


2.30 




15.5 


March 


27.9 


78 


-30 


2.60 




13.1 


April 


41.7 


85 


-1 


2.59 




4.9 


May 


54.2 


93 


21 


3.03 




0.2 


June 


63.5 


97 


30 


3*5L 







July 


68.8 


99 


34 


3.62 







August 


66.5 


96 


35 


3-42 







September 


58.8 


91 


25 


3-Jj4 




0.1 


October 


47.4 


83 


14 


3.04 




1.0 


November 


35.0 


75 


-15 


3.02 




7.5 


December 


21.4 


61 


-37 


2.62 




14.5 


(c) 


St, Lawrence River Water Temperature. 


- The St. 


Lawrence River 



water temperatures prepared from records covering a period of 8 years (1933 
to 1540, inclusive) of the City Engineer, Ogdensburg, New York are as follows: 



Month 



Mean 
Monthly 



Water Temperature 
Degrees Fahrenheit 
Extreme 

_ MaSt i 



Extreme 
JK&i 



January 
February 
March 
April 



32.7 
32.9 
33.0 
36.2 



36 

37 
37 
46 



32 

32 
32 

32 



1-12 



. 


Water Temperature 






Degrees Fahrenheit 




Mean 


Extreme 


Extreme 


Monthly 


Max. 


Min. 


46.9 


6o 


37 


58.8 


66 


49 


65*5 


73 


59 


70.5 


74 


63 


6M 


72 


59 


56.4 


65 


50 


46.5 


52 


37 


35.7 


44 


32 



Month 

May 

June 

July 

August 

September 

October 

November 

December 

The above data are included for the information cf the contractor. The Govern- 
ment assumes no responsibility for their completeness or accuracy or for deduc- 
tions* interpretations, or conclusions drawn therefrom. 

(d) River Stages . - Mean low water of "the St. Lawrence River at the 
foot of Long Sault Island is at Elevation 169-6. During the period of record 
of winter water surfaoe elevations 1913 to 1940. inclusive, the maximum stage 
occurring at this point during the winter months of December - March, inclusive 
is estimated to have been Elevation 196.2 (Jan. 1918). Winter stages frequent- 
ly have reached levels between El. 175 and El. 190. Such high stages are pro- 
duced by the ice conditions in the river downstream from the site of -the work 
and are not expected to occur during the period April 16 to Nov. 3°. The maxi- 
mum stage ooourring at the aforementioned location from 1888 to 1940 inclusive 
during the period April 16 to Nov. 30, is estimated to have reached approximate 
Elevation 174*6. Additional data on river stages are available for inspection 
in the U.S. Engineer Offioe, Massena. N. Y. The Government does not guarantee 
the completeness or accuracy of any of the above data and assumes no responsiM- 
lity for deductions, interpretations, or conclusions drawn therefrom. 

(e) Utilities. 

(1) There are two existing transmission lines and a telephone 
line orossing -the west end of the lock site as shown on the drawings. One trams- 
mission line is double-oireuit steel-tower construction and the second is sin- 
gle-circuit double -wood-pole construction. The telephone line is two-wire wood- 
pole construction. The United States proposes, as quickly as practicable, to 
relocate these lines on a single line of towers at the same general location 

and provide not less than 150-foot clearance above the level of the upper canal. 
This work may involve ihe temporary relocation of the existing lines in order 
to provide the required alignment of the original line. The contractor shall 
not interfere with service on these lines and shall adequately protect the wires 
and supporting structures from damage by construction operations. If blasting 
is employed, the protection shall include security against flying materials by 
use of blasting mats, nets or other means necessary to prevent damage to wires 
or structure. 

(2) In the event that other power lines, telephone or telegraph 
lines, pipe lines, cables, or other utilities are encountered within the limits 
of the work including the access right-of-way, the contractor shall notify the 
contracting officer in writing of any necessary changes in such utilities not 
less than 30 days in advance of the date he desires such changes made. The con- 
tracting offioer will arrange for the relocation or reconstruction of such uti- 
lities by other agencies, or will authorize the contractor to remove them, at 

no extra cost to the Government, to the extent required for execution of the con- 
tract work. 



1-13 



1-18. TRANSPORTATION FACILITIES. - The following data on transportation 
facilities is furnished for the information of the contractor but the Govern- 
ment assumes no responsibility for its completeness or accuracy and the con- 
tractor is expected to investigate -the conditions and determine for himself 
the provable transportation facilities available. 

(a) Railroads. - Masseraa, N. Y. is served by the Hew York Central 
Railroad and a branch line of the Canadian National Railway, (in the United 
States known as the Grand Trunk Line). Plans are now being developed for a 
construction railroad to be built by others, such railroad to connect with the 
existing Massena Terminal Railroad now serving the Aluminun Company Plant. 

The contemplated railroad will cross the Grass River or the Massena Power Canal, 
and will be extended by other agencies to the points of connection with the 
permanent railroad to be built under this contract. (See Section XIX) . 

(b) Highways . - The town of Massena, N. Y. is served by New York 
State Highways No, 3? and No. 56, the latter connecting with U* S. Highway No. 
11 at Potsdam, N. Y., about 25 miles distant. Several improved county roads 
lead from the aforementioned State Highways to the vicinity of the work. 

(o) Water . - The nearest port to the site of -the work providing dook- 
ing and other harbor facilities is Cornwall, Ontario, Canada* Cornwall is acces- 
sible by water from Lake Ontario and from the head of deep-water navigation at 
Montreal by means of the St. Lawrence Canals and open-river stretches of nav- 
igable channels. Locks in the canals generally limit the size of craft to 
widths less than 45 feet, lengths less than 250 feet, and drafts less than 14 
feet. For a detailed description of the existing canal and lock clearances 
and depths, the contractor is referred to the booklet *The Canals of Canada,* 
published by the Department of Transport, Ottawa, Ontario, Canada, copies of 
which are available for inspection in the U. S. Engineer Office, Massena, N. Y» 
The navigation season is usually limited by ice conditions to the period from 
April 20 to December 1. 

1-19. ORGANIZATION, PLANT AND PROGRESS. 

(a) The contractor shall perform, directly and without subcontract- 
ing, not le^s than fifty percent (50%) of 1he work, to be calculated on the ba- 
sis of the contract price. 

(b) The contractor shall employ an ample force of properly experienc- 
ed men and provide a construction plant properly adapted to the work and of 
suffient capacity and efficiency to accomplish the work in a safe and workman- 
like manner at the rate of progress specified in his bid. All plant shall be 
maintained in good working order and provision shall be made for Immediate e- 
mergency repairs. No reduction in the oapaoity of the plant employed on the 
work shall be made except by written permission of the contracting officer. 

The measure of the "capacity of the plant* shall be its actual performance on 
the work to which these specifications apply. It is understood that award of 
this contract shall not be construed as a guaranty by the United States that 
plant listed in statement of contractor for use on this contract is adequate 
for the performance of the work. 

(c) Should the contractor fail to maintain the rate of progress pro- 
posed in his bid, the contracting officer may require that additional men or 
plant, or both, be placed on the work, working if necessary during additional 
periods, or a reorganization of plant layout be effected in order that work be 
brought up to schedule and maintained there. Should the contractor refuse or 
neglect so to increase the number of men or plant, or both, or to reorganize 
the plant layout in the manner satisfactory to the contracting officer, the 
latter may proceed under the provisions of Article 9 of the contract. 

1-14 



1-20. LIABILITY AND SAFETY REQUIREMENTS. 

(a) Aooident Prevention . In order to protect the life and health 
of employees in the performance of this contraot, the contractor will comply 
with all pertinent provisions of the "Safety Requirements in Excavation - 
Building - Construction* approved by the Chief of Engineers, December 16, 19i|lt 
(a copy of "which is oon file in the office of the contracting officer) and as 
may be amended, and will take or cause to be taken such additional measures as 
the contracting officer may determine to be reasonably necessary for this pur- 
pose. The contractor -will maintain an accurate record of and "will report to 
the contracting officer in the manner and on the forms prescribed by the con- 
tracting officer, all oases of death, occupational disease and traumetic in- 
jury arising out of or in the course of employment on work under this contract. 
The contracting officer will notify -the contractor of any non-compliance -with 
the foregoing provisions and the action to be taken. The contractor shall, 
after receipt of such notice, immediately oorrect the conditions to "which at- 
tention has been directed. Suoh notice, -when served on the contractor or his 
representative at the site of the work, shall be deemed sufficient for the 
purpose aforesaid. If the contractor fails or refuses to comply promptly, the 
contracting officer may issue an order stopping all or any part of the -work. 
"When satisfactory corrective action is taken, a start order -will be issued. 

No part of the time lost due to any such stop order shall be made the subject 
of claim for extension of time or for excess costs or damages by the contractor. 

(b) The oontraotor will not be allowed to block or obstruct any pub- 
lic highway without having secured prior permission from the contracting offi- 
cer, and he shall provide safe, temporary detours. During the time the public 
highways may be so blocked, the contractor shall place danger lights, barri- 
cades and warning signs in accordance with the laws of the State of New York. 

(o) The contractor shall be responsible that his employees strictly 
observe the laws of the United States affecting all operations at the site un- 
der the contract. He shall comply with all applicable Federal, State and looal 
laws, including those concerning the inspection of boilers aadother equipment, 
the licensing of engineers and other employees. 

(d) The United States will not be responsible for any damage to or 
increased difficulties in performance of the work under this eontraot on aooount 
of any scour or other changes in the river bed or banks or water currents re- 
sulting from other construction at the site, and no payments, allowances or de- 
ductions will be made for or on account of any such damage or difficulties. 

(e) Nothing in this paragraph shall be construed as modifying the 
responsibility of the contractor as set forth in Article 10 of the oontraot. 

1-21. LIGHTS. - The contractor shall, at his own expense, display proper 
lights continously each night, between the hours of sunset and sunrise and dur- 
ing fogs, on all floating plant connected with the work, and shall be responsi- 
ble for all damages resulting from any neglect or failure in this respeot. If 
work is done at night the contractor shall maintain, from sunset to sunrise, 
suoh lights on or about his plant as te contracting offioer may deem necessary 
for the proper observation of the operations. 

1-22. USE OP EXPLOSIVES. - The contractor shall use the utmost oare in the 
use of explosives necessary for the prosecution of the work, not to endanger life 
or property. All blasting operation shall be conducted by experienced men only. 
The handling and use of explosives shall be done strictly in accordance with the 
latest methods and rulings to insure safety, in accordance with the specifica- 
tions issued by the U. S. Bureau of Mines, and in oomplianoe with the local and 
State laws. Failure to observe neoessary precautions will be sufficient grounds 

1-15 



for temporary suspension of the work. All explosives shall "be transported 
and stored in a secure manner, and in accordance with looal and State laws; 
e.11 vehicles and such storage places shall ho marked clearly "DANGER - EXPLO- 
SIVES »■ and shall be in the care of competent watchment at all times. In no 
case shall caps or other d e to na tors be stored or transported with dynamite or 
other explosives. The location of magazines for the storage of explosives and 
for the separate storage of detonators shall be subject to the approval of the 
contracting officer. 

1-23. PROPERTY DAMAGE 

(a) Damage to Government property or to the works due to failure of 
the contractor to carry out the terms of the contract and specific itio&s, to 
take reasonable precautions, or to maintain progress to approved sohedules, or 
to carry out the instructions of the contracting officer shall be made good by 
the contractor without expense to the United States. He will also be held resr 

ponsible for any damage done to adjoining property through his neglect or fail- 
ure to take proper precautions (See Article 10 of the contract). 

(b) The contractor will not be held responsible for damage sustained 
by the permanent work from accident, flood, or exposure where such damage is not 
due to his fault or negligence and where the work is being co-ducted in accord- 
ance with the terms and schedule of the contract and specifications, but he 
shall make such repairs as the contracting officer may direct to such damaged 
portions of the work, at the applicable contract unit prices for the various 
items of work. 

l-22i. INSPECT 10 II. 

(a) The work will be conducted under the general direction of the 
contracting officer and will be inspected in accordance with Article 6 of the 
contract by inspectors appointed by him. .The inspectors will keep a record of 
the work done and see that the location and limit marks are kept in proper or- 
der but the presence of the inspector shall not relieve the contractor or his 
responsible agent (See Article 8 of the contract) of responsibility £> r the pro- 
per execution of the work. 

(b) Should the co-tractor refuse, neglect or delay compliance with 
the requirements concerning facilities for inspection and layout (See paragraph 
1-25) t "the specific facilities may be furnished and maintained by the contract- 
ing officer, and the cost thereof deducted from any amounts due or to become due 
the contractor. 

(c) Except as specified in this paragraph, in Article 6 of the con- 
tract, and in paragraphs l-30(d) and l-25t all expenses of inspection will be 
borne by the United States. 

(d) The contractor shall furnish a suitable room containing at least 
150 square feet of floor space, at his concrete mixing plant for a Government 
laboratory to be used for temporary storage of concrete cylinders, and deter- 
mination of moisture content of the concrete aggregate. This room shall be pro- 
tected from the weather, properly lighted, provided with necessary work tables 
and benches, and shall be suitably heated. The location for this room shall be 
subject to the approval of the contracting officer. The contractor shall pro- 
vide, during the construction period, electricity for light and miscellaneous 
uses, see paragraph l-ll(b), and an adequate supply of water for drinking and 
sanitary purposes in the Government field office, constructed in accordance with 
Section XX of these specifications. 

(e) Portable Bui 1 din k . - The contractor shall furnish a suitable por- 
table building, located as required by the contracting officer within the site 

1-16 



of the work, for use by the Government. This building shall be approximately 
10 feet by 12 feet and shall be supplied -with an instrument rack, a built-in 
desk, clothes lockers, supply cabinet -with lock, bench and such other appurte- 
nances as may be required by the contracting officer. The building may be of 
any type construction as approved by the contracting offiqer and shall be mov- 
able, as the contracting officer may require its location to be shifted during 
progress, of the -work. It shall be reasonably weather proof, and shall be sup- 
plied with heat and eleotric lights with-out cost to the Government. 

(f) It is understood that any instuctions, or decisions given by a 
superior officer, through the contracting officer, are to be considered in- 
structions or decisions of the contracting officer, in all oases where, under 
the terms of this oontraot, decision rests with the contracting officer. 

1-25. LINES, GRADES AND MEASUREMENTS. 

(a) The work shall be carried out in strict accordance with linest 
grades, and dimensions shown on the drawings or as directed from time to time 
by the contracting officer. 

(b) The contractor shall, at his own expense, furnish all stakes, 
templates, patterns, platforms and special labor that may be required in set- 
ting and cutting, or laying out any part of the work. 

(c) The contracting officer will furnish the control points, lines, 
grades, and elevations necessary to enable the contractor to perform the con- 
struction work. After this layout has been made by the contracting officer, 
it shall be the responsibility of the contractor to supply and maintain all 
additional survey points, grade stakes, form locations and other work lines 
necessary for the proper execution and conduct of the work. Prom time to time 
during the progress of the work, the contracting officer will check the con- 
tractor's lines and grades to determine whether or not the work is being accur- 
ately and properly executed, but such 'checks will in no way relieve the contrac- 
tor of the responsibility for executing "the work in accordance with the plans 
and specifications, and the field layout furnished by the contracting officer. 

(d) Bench marks, tri angulation stations, and principal control points 
shall be preserved by the contractor and in case of their destruction or re- 
moval by him or his employees, they will be replaced by the contracting officer 
at the contractor's expense. 

1-26. CHANGES AND CHANGED CONDITIONS; - lichen changes are made in the spec- 
ifications or drawings, or changed conditions are encountered during the pro- 
gress of the work, which cause an increase or decrease in the amount due under 
the contract, or in the time required for its performance, an equitable adjust- 
ment shall be made in accordance with Article 3 and Z) of the contract. 

1-27. MINOR MODIFICATIONS.- The right is reserved to make such minor chan- 
ges in the execution of the work to be done under these specifications as, in 
the judgment of the contracting officer, may be necessary or expedient to carry 
out the intent of the contract; provided, that the unit cost to the contractor 
of doing the work shall not be increased thereby, and no increase in unit price 
over the contract rate w ill be paid to the contractor on account of such changes. 
(See Articles 3,4» and 5 of the contract). 

1-28. CLAIM, PROTESTS AND APPEALS. 

(a) If the contractor considers any work demanded of him to be out- 
side the requirements of the contract or if he considers any action or ruling 
of the contracting officer or of the inspectors te be unfair, the contractor 

1-17 



shall witho idue delay, upon such demand, aotion, or ruling, submit his 

protest thereto in writing to the contracting offioer, stating clearly and 
in detail the basis of his objection. The contracting officer shall there- 
in promptly investigate the complaint and furnish the contractor his deci- 
sion, in writing, thereon. If the contractor is not satisfie d with the de- 
cision of the co-itr acting offioer, he may, within thirty days, appeal in writ- 

to the Chief of Engineers', whose decision shall be final and binding upon 
the parties to the contract. Except for such protests or objections as are 
made of record in the manner herein specified and within the time limit stated, 

the records, rulings, instructions or decisions of the contracting officer 
shall be final and conclusive . 

(b) The Chief of Engineers has been designated by the Secretary of 
7,'ar as his only authorized representative to make final decision and to take 
other action where tie terms of -the contract require that such decision or ac- 
tion shall be "by the Head of the Department concerned or his duly authorized 
representative." All appeals from decisions of the contracting officer author- 
ized under the contract shall, therefore, be addressed to the Chief of Engi- 
neers, U. S. Army, Washington, D. C, The appeal shall contain all the facts 
or circumstances upon which the contractor bases his claim for relief and should 
be presented to the contracting officer for transmittal within the time provided 
therefor in the contract. 

1-29. PATENTS. - The contractor shall hold and save the Government, its 
officers, agents, servants and employees, harmless from liability of any na- 
ture or kind, including costs and expenses for or on account of any patented or 
unpatented invention, article or appliance manufactured or used in the perfor- 
mance of this contract, including its use by the Government, 

I-30. STANDARD TESTS, QUALITY AND GUARANTEES. 

(a) All materials furnished by the contractor, supplies and parts, 
and assemblies thereof, entering into the work to be done under these specifi- 
cations, shall be tested as specified herein, or if not specified, in conform- 
ity with Article 6 of the contract and acoording to the best modern approved 
methods for the particular type and class of work* 

(b) Unless otherwise authorized or directed, where standard publish- 
ed specifications of recognized authorities or organizations are specified, the 
latest revision of such specifications current at the time the work is executed 
shall govern. 

(c) Unless waived in writing by the contracting officer, all tests 
and trials shall be made in the presence of the duly authorized representative 
of the contracting officer. "When the presence of the inspector is so waived, 
sworn statements, in triplicate, of the tests made and the results thereof, 
shall be furnished the contracting officer by the contractor as soon as possible 
after the tests are made. 

(d) All costs of all tests and trials, excepting the expenses of the 
Government inspector, shall be borne by the contractor and shall be included 

in the contract price, unless specified otherwise. 

(e ) In accordance with Article 7 of the contract, all materials, sup- 
plies and articles furnished and incorporated in the permanent structure shall 
be of the highest grade, free from defects and imperfections, of recent manu- 
facture, and unused, "orkmanship shall be of the highest grade and in accord- 
ance with the best modern standard practice. 

(f) All articles, supplies, equipment, parts and assemblies thereof 

of standard manufacture, of for which detail design or requirements are not pres- 
cribed in these specifications shall be guaranteed, by the contractor against any 

1-18 



failure in proper use or operation, caused "by defective material, workmanship 
or design, for a period of one year from the date of final acceptance of the 
complete -work under this contract. Failure in any part due to such causes with- 
in that time shall he promptly and satisfactorily remedied hy the contractor 
without cost to the United States. 

I-3I. PROTECTION OF STORED MATERIALS. -All materials, supplies and arti- 
cles delivered at the site shall be adequately housed or otherwise protected 
against deterioration and damage to the satisfaction of the contracting officer. 
TThen material stored at the site and partly paid for is not adequately protected 
by the contractor, such material will be kept protected by the contracting of- 
ficer at the expense of the contractor, and no partial payments will be made u- 
pon future delivery of the articles or commodities in question. 

I-32. MISPLACED MATERIAL. - A ny material that is deposited elsewhere than 
place designated or approved by the contracting officer will not be paid for, 
and the contractor may be required to remove such material and waste it or re- 
deposit it as directed. 

I-33. STANDARD STOCK PRODUCTS. 

(a) All materials, supplies and articles furnished shall, wherever 
so specified, and otherwise wherever practicable, be the standard stock prod- 
ucts of recognized reputable manufacturers. The standard stock products of 
manufacturers other than those specified will be accepted v;hen it is proved 

to the satisfaction of the contracting officer that they are equal in strength, 
durability, usefulness and convenience for the purpose intended (See Article 
7 of the contract). Any changes required in the details and dimensions shown 
on the drawings for the substitution of standard stock products, other than 
those provided for, shall be properly made as approved by the contracting of- 
ficer, and at the expense of the contractor. The references herein to brands 
and catalog numbers are intended to be descriptive and not restrictive, and are 
used only to indicate articles that will be satisfactory. Other makes and 
catalog numbers will be accepted, provided that they are similar and equal to 
those specified herein or called for on the drawings. 

(b) Data to be Submitted for Approval . In accordance with Article 
7 of the contract, prior to the placing of any purchase order for products of 
standard manufacture, and sufficiently in advance of the proposed purchase date 
to enable the contracting officer to determine whether the proposed product 
conforms to the specifications, the contractor shall submit for- the approval 

of the contracting officer complete descriptive data in "triplicate, consisting 
of dimensioned drawings, catalog references and specifications, typical per- 
formance reoords, and such other information as may be required to be submitted 
on special forms to be furnished by the contracting officer to identify clear- 
ly each product in question. The term "or equal" shall not be used in any des- 
criptive information furnished. Except at the contractor's risk, no purchase 
order shall be placed for any product which has not been approved by the con- 
tracting officer. 

(c) Final Completion Data . - There shall be supplied 5 complete sets 
of data, each separately bound in a leather binder, for each major item of e- 
quipment furnished and installed under this contract. These data shal 1 con- 
sist of all necessary instruction bulletins,' complete drawings, complete parts 
and material lists positively identifying each part, manufacturer's recommend- 
ation as to spare parts, and all other necessary data. 



1-19 



1-34. 



PREFER ENCE FOR DOLiESTIC ARTICLES. 



(a) V. T i tii reference to article 18 of the contract, because the ma- 
terials listed below, or the materials from which they are manufactured, are 
not mined, produoed, or manufactured, as the case may be, in the United States 
in sufficient and reasonably available commercial quantities and of a satis- 
factory quality, their use in the work herein specified is authorized without 
regard to the country of origin: 



Platinum 

Chromium 

Cork 

Jute 

Kaurigum 

Lao 



Nickel 

Asphalt 

Rubber 

Teak Wood 

Silk 

Sisal 

Tin 



Asbe stos 

China Wood Oil (Tung Oil) 

Balsa Wood 

English Ball Clay 

English China Clay 

Haturfil Copper -Nickel Alloy 

Diamonds 



(b) Artioles, materials or supplies manufactured in the United States 
and containing mercury, antimony, tungsten or mica of foreign origin may be 
used in the work herein specified beoause such manufactured articles, materials, 
or supplies have been manufactured in the United States substantially all from 
articles, materials, or supplies, mined, produced or manufactured, as the case 
may be, in the United States. 

I-35. INTERFERENCE WITH OTHER CONTRACTORS. - Other contractor s will per- 
form work at and in the vicinity of Robinson Bay Lock. The contractor shall 
not interfere with material, appliances or workmen of the United States or of 
any other contractor who may have work at this site. As far as practicable, , 
all contractors shall have equal rights to the use of all roads, grounds and 
adjacent river, and make equitable agreements among themselves for the use of 
temporary railroads and highways. In case of disagreement regarding such use , 
the decision of the contracting officer shall govern. (See Article 13 of the 
contract), 

I-36. RESTORATION OF SITE* - Before final payment is made, the contractor 
shall remove from the site, without expense to the United States, all rubbish, 
unused materials provided by him, temporary buildings, cofferdams and other 
structures erected by him, shall fill all holes or cavities made for his con- 
venience, except as otherwise provided and shall leave the whole site in good 
order and condition, all as required by the contracting officer. 

I-37. WAGE AND LABOR PROVISIONS. 

(a) Pursuant to the provisions Article 17 of Revised United States 
Standard Form No, 23 the following wage rates have been determined by the De- 
partment of Labor: 

SCHEDULE OF WAGE RATES 



Classification 

Blacksmith 
Blecksmith Helper 
Boilermaker 
Boilermaker Helper 
Bricklayer 
Bricklayer Helper 



Minimum Rate per Hour 



1-20 



SCHEDULE OF WAGE RATES ( Cont inue d) 

Classification Minimum Rate per Hour 

Carpenter (Skilled) 

Carpenter, Apprentice, 1st year 

Carpenter, Apprentice, 2d year 

Carpenter, Apprentice, 3d year 

Concrete Finished (Rough concrete) 

Concrete Form Stripper 

Concreteman (Puddler, Screeder, Vibratoxman & Curing) 

Conveyor Tender 

Pumpman (Spotter & Grademan) 

Electrician 

Electrician Helper 

Engineman (Stationary Power Plants) 

Fireman 

Glazier 

Hooktender (Concrete Placement) 

Laborer (Common) 

Machinist 

Machinist Helper 

Mason (Stone) 

Mechanic 

Mechanic Helper 

Millwright 

Motorman (Dinky) 

Oiler 

Operators of Power Equipment : 

Air Compressor (over 75° c.f.m.) 

Air Compressor (75° c.f.m. and under) 

Air Hammer (Jackhammer, Pavement Breaker, etc.) 

Cement Pump 

Concrete Batching Plant 

Concrete Mixer 

Concrete Pump 

Core Drill 

Crane (except Gantry Crane) 

Derrick 

Dragline 

Elevating Grader 

Gantry Crane 

Grader (Finish) 

Grader (Rough) 

Grout Machine 

Hoist 

Launch Operator (150 H.P. or under) 

Pile Drive 

Power Saw 

Power Scraper 

Pump (100 H.P. or over) 

Pump (under 100 H.P.) 

Screening Plant 

Shovel 

Tractor (under 35 H.P. without attachments) 

Tractor (35 H.P. and over, and all tractors 
with attachments) 

1-21 



Classlf ioation (Continued) Minimum Rate per Hour 

Painter 

Pile Drivermen, Leadsmeni Linesmen, Nozzlemen, Wichmen 

Pipe Pit-tor 

Pipe Fitter Helper 

Plasterer 

Plasterer Tender 

PI umbe r 

Plumber Helper 

Pov/derman 

Powderir.pji Helper 

Reinforcing Steel Worker 

Rigger 

Ro of e i 

Sheetmetal Worker 

SignaL;.aa v Concrete Placement (Phone man) 

Structural Steel Worker 

Structural Steel Worker Helper 

Teamster (2 up) 

Teamster (if up or more) 

Tool Dre?ser 

Truck Dr^Ter (under 4 tons) 

Truck Driver (l\. tons to 10 tons) 

Truck Driver (over 10 tons) 

Welder (Certified - structural steel) 

Welder (Citified - other than structural steel) 

".'elder's Helper 

(b) Each class of laborer and mechanic specified in the above sche- 
dule shall receive not less than the minimum rate of wages specified the re in f 
exoept that deductions from wages pai'djnay be made as required by any laws now 
or hereinafter in force, in the state in which this projeot is situated, calling 
for contributions by employees from earnings to funds maintained in the admin- 
istration of an unemployment compensation law under the Social. Security Act. 

In the event that it becomes necessary to employ any laborer or mechanio whose 
work is not oovered by any of the classifications in said sohedule, he shall be 
paid not less than the prevailing rate of wages for the class of work done by 
him. Such rate shall be redetermined by the contracting officer. In case aiy 
dispute arises as to what are the prevailing .rates as wages for work of a si- 
milar nature which cannot be adjusted by the contracting offioer f the matter 
shall be referred to the Secretary of Labor for determination and his decision 
thereon shall be conclusive on all parties hereto. 

(c) The Contractor will be required to furnish identification badges 

for all his employees. These badges will show the employee's photograph, print- 
ed name, and signature, and will be of a design approved by the contracting of~ 
ficer. 

(d) The contractor, in performing the work required by this contract, 
shall not discriminate against any worker because of race, oreed, color or na- 
tional origin. 

(e) The contractor agrees that the provisions of paragraph (d) above 
will also be inserted in all of his subcontracts* For the purpose of this ar- 
ticle a subcontract is defined as any contract entered into by -the contractor 
with any individual, partnership, association, corporation, estate, or trust, 

or other business enterprise or legal entity, which involves performance, wholly 
or in part at the site of the work, of some part of the work to be performed 
under -this contraot. 

1-22 



1-38'. REPORTS TO DEPARTMENT OF LABOR. - The contractor will report month- 
ly, and will cause all subcontr actors to report in like manner, within five 
days after the close of each calendar month, on forms to he furnished "by the 
Department of Labor, the number persons on their respective payrolls, the ag- 
gregate amount of such payrolls, 'the man hours worked, and the total expendi- 
tures for materials. He shall furnish to the Department of Lal&or the names 
and addresses of all subcontractors on "the work at the earliest date practi- 
cable, provided that the foregoing shall be applicable only to work at the site 
of the construction project. Copies of all data furnished the Department of 
Labor shall be promptly furnished the contracting officer. 

I-39. INVOICES. - The contractor shall furnish the contracting officer 
with oopies of all invoioes for the purchase of materials, supplies aad plant 
in connection with the work to be performed under these specifications. The 
contractor's records shall be subiect to inspection by -the contracting officer 
to verify -the accuracy and completeness of the information furnished. 

1-40. COST DATA. _ The Government will keep a record of the costs of the 
work performed under these specifications and the contractor shall permit the 
contracting officer to have access to his timekeeping, invoioes and plant re- 
cords for this purpose. The contractor shall also furnish the contracting of- 
fioer with a statement of ■the initial cost and date of purohase of all plant 
used in connection with the work. 

1-41. ADJUSTMENT OF CONTRACT PRICE BY REASON OF CHANGE IN FEDERAL, STATE 
OR LOCAL TAXES. - The oontract price will be considered to include all Federalt 
State and local taxes imposed prior to the date of opening bids and applicable 
to the undertaking. If any privilege, sales, gross receipts or other tax 
(exclusive of taxes on net income or distributed profits)* applicable to the 
undertaking and payable directly by the contractor, is imposed or ohanged af- 
ter the date of opening bids by Federal or State enaelment, then the oontraot 
price will be increased or decreased accordingly and any amount due or charge- 
able against the contractor as a result thereof will be adjusted on payment 
vouchers as separate items. 

1-42. SUBCONTRACTORS. - Subcontractors and their employees shall be con- 
sidered to be employees of the contractor as the term "employee" is used in 
these specifications. 

1-43. SITE OF WORK. - The term "Site of the Work", as used in these spec- 
ifications and in Articles 17 and 19 of the contract, will embrace all areas 
wherein field operations are conducted by the contractor in connection with 
this contraot, including work areas, shops, yards, camps, etc., irrespective 
of whether such operating areas lie within ihe limits of work areas or rights- 
of-way shown on the drawings. 

1-44. ASSIGNMENT OF CLAIMS. . The Act of October 9, 1940 (Publio No. 811, 
76th Congress) provides that Sections 3477 and 3737* Revised Statutes, shall 
not apply to any case in which the moneys due or to become due er to become due 
from the United States, under a contract providing for payments agregating 
$1,000 or more, are assigned to a bank, trust company, or other financing in- 
stitution, including any Federal lending agency. -An assignment may be made un- 
der this contract, pursuant to the Act of October 9, 1940, cited above, and sub- 
ject to the further provision stated below: 

(a) Any assignment shall cover all amounts payable under -this con- 
tract and not already paid and shall not be made to more than one party, exoept 

1-23 



that any suoh assignment may be made to one party as agent or trustee for tvro 
or more parties participating in such financing. 

(b) Any claim under this contract which may be assigned may be sub- 
ject to further assignment to a bank, trust companyt or other financing insti- 
tution, including any Federal lending agency, and to similar further assing- 
ment; provided, that any such assignee shall file written notice of the fur- 
ther assignment together with a true copy of the instrument of further assign- 
ment with the contractor and also as provided in proviso 4 of section 1 of the 
Assignment of Claims Act of 1940 (Public No, 811, 76th Congress) in respect of 
original assignment. 

(c) Mo assignee shall divulge any information concerning the con- 
tract, or contained therein, except to those persons necessarily concerned 
with the transaction. 

(d) Payments to an assignee of any claim arising under this contract 
shall not be subjeot to reduction or set off for any indebtedness of the assign- 
or to the United States arising independently of this contract. 

1-45. ADJUSTMENT OF PRICES FOR LABOR AND MATERIALS. 

(a) The following terms used hereafter are defined as follows: 

(1) "Basic hourly earnings index" shall be determined by add- 
ing monthly average hourly earnings in the " * industry as indi- 
cated under heading " * in the monthly pamphlet 
"Hourly Wages and Labor Employment* issued by the Department of Labor for: the 
month in which contract time commences, the five (5) months preceding suoh 
month, and the six (6) months succeeding such monthj and then dividing this to- 
tal by twelve (12). 

(2) "Basic materials index" shall be determined by method in (1) 
above, using monthly indices for item * * in the month- 
ly pamphlet "Wholesale Prices " issued by the Department of Labor. 

(3) "Monthly labor adjustment index" shall be determined from 
monthly average hourly earnings identified as to source in (l) above as fol- 
lows: Add the average hourly earnings Tor the month for which adjustment is 
being made, the two preceding months and the two succeeding months; and then 
divide this total by five (5). 

(4) "Monthly materials adjustment index" shall be determined 
by method in (3) above, using monthly indices identified as to source in (2) 
above • 

(5) Above contract indices in (l), (2), (3), and (4) shall be 
computed to nearest second decimal place, taking the decimal point as looated 
in indices issued by the Department of Labor. When third decimal place com- 
putes to 5 or over, the figure in second decimal place shall be raised to next 
higher figure. 

(b) (l) The proportion of the contract price represented by labor, 
subject to adjustment in price, is accepted as __ per cent of 
the contract price. 

(2) The proportion of the contract price represented by mater- 
ials, subject to adjustment in price, is accepted a s._ per cent 
of the contract price. 

(c) (1) The labor cost for entire contract as determined in (b)(1) 
above shall within thirty (30) days after receipt of notice to proceed, be di- 
vided into monthly labor cost quotas, prepared by the contractor and subject to 
the approval of the contracting officer, for each partial or vhole calendar 
month of the contract time beginning with the notice to proceed. 

. ^ The mat erials cost for entire contract as determined in (b) 

(2) above shall be similarly divided into monthly materials cost quotas within 
thirty (30) days after receipt of notice to proceed. 

1-24 



(d) Adjustments In payments shall be obtained for each monthly cost 
quota as follows: - Multiply monthly cost quota by the appropriate monthly ad- 
justment index, divide by corresponding basic index* and subtract monthly cost 
quota. The result shall be added to or deducted from payments to the contrac- 
tor. 

(e)(1) If the time for performance of "this contract is legally ex- 
tended by the contracting officer, there shall be immediately set up by the 
contractor, subject to the approval by the contracting officer, new monthly 
cost quotas as necessary. These new monthly cost quotas may extend back as 
far as any month for which adjustments in payments have not been completed, 
but the total of the new quotas shall not exoeed the total of the old quotas 
for which adjustments in payments have not been completed. 

(2) If there is an increase or decrease in the work originally 
contemplated under this contract, there shall be immediately set up by the 
contractor, subject to the approval of the contracting officer, new monthly 
costs quotas for months concerned. 

(3) If liquidated damages are assessed against the contractor 
under the contract, such liquidated damages shall not be considered in mak- 
ing adjustments* 

(f ) The adjustment payment or deduction for any one month shall 
normally be included with next partial contract payment after receipt of De- 
partment of Labor indices for such month. 

(g) The acceptance and final payment for work and/or materials 
under this oontract shall be carried out as elsewhere provided in this con- 
tract, and amounts retained for the protection of the Government during' con- 
struction shall be promptly paid upon final acceptance: Provided, however, 
that an amount, as determined by the contracting officer, for protection of 
the Government in adjustments not yet completed, shall be retained; and, pro- 
vided further, that the release required b y 

will contain provision excepting such adjustment payments as may become due 
the contractor. 

(h) After final payment for basio contractual prices as indicated 
in paragraph (g) above has been made, adjustments becoming due will be delay- 
ed until all indices necessary for completion of all adjustments under the 
oontract are available, when one lump payment or deduction shall be made for 
suoh adjustments. 

(i) In case the final adjustment in the contract price results in 
a net deduotion from the contract prioe, the contractor and his sureties shall 
be liable for the amount thereof until it is refunded to the Government, 

(j) When payment obligations under the contract exceed the oontract 
price as a result of increases in labor and/or materials costs to the extent 
that available appropriations are exhausted, the Government reserves the right, 
without further liability to suspend further work under the contract for the 
account of the Government or to terminate the contract on payment of contrac- 
tual obligations incurred up to the point of termination. 

1-46. FINAL EXAMINATION AND ACCEPTANCE. . men all work called fop under 
ttiis contract has been completed, the contracting officer will make a thorough 
examination of the same and, if it is found to comply fully with the require- 
ments of the contract, it will be acoepted and final payment will be made in 
accordance with the provisions of Article I6d of the contract. 

1-47. APPROVAL. - This contract shall be subject to the written approval 
of the proper authorities to be designated later and will not be binding until 
so approved. 



1-25 



Specifications: Robinson Bay Lock - Long Sault Canal 

SECTION II - EXCAVATION, FOUNDATION PREPARATION, AND GH OUTING 
2-01. CLEARING AND GRUBFING. - 

(a) The work area shown on the drawings, sJaall he cleared accord- 
ing to the following: 

(1) The excavation area plus a strip 5° ft. width outside 
of the top of out, except as otherwise required, for the construction of 
the lock and approach channels shall be cleared of all trees, brush, fences* 
buildings and any other objectionable material as directed by the contract- 
ing officer. f 

(2) In areas to be covered by spoil, trees shall be cut off 
at elevations not higher than 4 feet below top of spoil dump. 

(3) The foundation areas of embankments for Class I and 
Class II compacted earth fills, filter blankets and rock protection shall 
be cleared and grubbed of all trees, stumps, roots, brush, fences, buildings, 
and any other objectionable materials. In foundation areas to be stripped 
as shown on the contract drawings, all roots 1\ inches in diameter or 
greater shall be grubbed to a minimum depth of 4 feet below the ground. Trees 
in the foundation areas for Class III fill and in 5° ft. wide strips outside 
the toe of all embankment slopes, except as otherwise required, shall be cut 
off at elevations not higher than 2 feet above ground surface* 

(4) All work areas upstream of Dikes #3 an< ^ h below elevation 
250 m.s.l. shall be cleared of trees, brush, fences, buildings, and any 
other objectionable material. All trees shall be cut off 2 feet above the 
ground surface except that no stumps shall remain above elevation 230 m.s.l. 
Trees above elevation 23 shall be cut flush with the ground. 

(5) All work areas downstream of Dikes No. 3 and 4 helow 
elevation 201 m.s.l. shall be cleared of trees, brush, fences, buildings and 
any other objectionable material. All trees shall be cut off 2 feet above 
the ground surface except that no stumps shall remain above elevation 192 
m.s.l. Trees above elevation 192 shall be cut flush with the ground. 

(b) All material from clearing and grubbing shall become the 
property of the contractor and he shall destroy, remove from the site of 
the work, or otherwise dispose of it as approved by the contracting officer* 

(c) No separate payment will be made for clearing and grubbing, 
but the cost of doing such work shall be included in the contract unit prices 
for other items of work. 

2-02. EXCAVATION REQUIREMENTS . - 

Excavation shall be carried to the lines and grades shown on the drawings 
or as directed by the contracting officer. Excavation and foundation pre- 
paration for the various sections of the Lock and dikes shall be performed - 
in accordance with paragraphs in this section of these specifications, or as 
otherwise directed by the contracting officer. 

2-03. CHARACTER OF MATERIALS TO RE EXCAVATED. - The location and logs 
of borings, test trenches, and test pits referred to in paragraph l-17(a) 
made by the United .States to determine the character of materials to be 
encountered and removed or to be used in the earth embankment are shown on 
the drawings or are available for inspection at the U. S. Engineer Office, 

Hassena, New York. It is expected that large boulders may be encountered 



2-1 



which cannot be removed without blasting. The United States does not gua- 
rantee that other materials will not be encountered nor that the proportions 
of the several materials will not vary from those indicated by the explora- 
tions, (See paragraph l-17(a). ) 

2-04. EXCAVATION IN STOCK PILES. 

(a) Stock Piles . - Earth fill materials from stock piles shall 
be obtained in manner satisfactory to the contracting officer. The con- 
tractor will be required to excavate in the areas directed by the contracting 
officer and change the locations and depths of excavating operations wherever 
such a change is directed by the contracting officer. The final surfaces of 
the remaining part or parts of the stock piles of earth fill shall be graded 
and blended into the surrounding topography in a manner satisfactory to the 
contracting officer. 

Rock materials from stock piles shall be obtained in a manner satis- 
factory to the contracting officer. After the excavation of the stock pile 
of rock is completed, the remainder of the material shall be gathered and 
neatly piled as directed by the contracting officer. No separate payment 
will be made for rock excavation in quarries or stock piles. 

2-05. CLASSIFICATION OF EXCAVATION. - 

(a) Rock Excavation * - All bedrock required to be excavated which 
in the opinion of the contracting officer cannot be removed without continuous 
and systematic blasting, barring, or wedging, and all boulders and loose rock 
two cubic yards in volume or greater will be classed as rock excavation. 

(b) Common Excavation . - All other material will be classified as 
common excavation, including boulders and loose rock less than two cubic yards 
in volume. 

2-06. REMOVAL AND DISPOSAL OF EXCAVATION. - 

(a) Removal * - All materials shall be removed to the lines and 
grades as indicated on the drawings, or as otherwise required by the contract- 
ing officer, to provide suitable foundations as specified below. (For the 
limits of each structure listed below see paragraph 1-03 and the drawings 
forming a part of tnese specifications.) 

(1) Excavation for Concrete Structures and Approach Channels . - 
Excavation for the concrete lock structure and approach walls, shall be 
carried to a satisfactory firm foundation as determined by the contracting 
officer after completion of sub-surface explorations. The foundation grades 
shown on the drawings are only approximate and are not guaranteed. Should 
actual firm material be encountered at a higher or lower elevation than the 
approximate foundation grades shown on the drawings, no change will be made 
therefore in the contract unit prices. Excavation for approach channels shall 
be carried to the lines and grades shown on the drawings. 

(2) Stripping for Dike Embankments . Excavation for the em- 
bankments (See paragraph 3-01) shall be carried to lines and grades, and slopes 
as shown on the contract drawings or as directed by the contracting officer. 
The contractor shall be required to de-water all excavation areas to produce 

a dry condition suitable for placing embankment as determined by the con- 
tracting officer. Explorations indicate that it will be necessary to remove 
silt and clay deposits in the vicinity of station 35/ °° f° r dike #k foundation. 
Should excavation be required to a higher or lower elevation than that in- 
dicated on the drawings, as determined by the contracting officer, no change 

2-2 



will be made therefor in the contract unit prices. 

(b) Disposal * - The excavated materials shall be disposed of as 
follows unless otherwise directed by the contracting officer. 

(1) Materials Excavated for Concrete Structures and Approach 
Channels . - Material excavated for the construction of the concrete structures 
and approach channels which is suitable, as determined by the contracting 
officer, for the earth dikes and for backfill around the lock structure, shall 
be placed directly in the earth section of the dikes, backfill or in stock 
pile areas approved by the contracting officer. All material not suitable or 
in excess of that required for backfill and earth embankments - shall be dis- 
posed of in the spoil areas shown on the drawings or in other approved areas, in a 
manner and to an elevation satisfactory to the contracting officer. 

Rock obtained during the excavation for concrete structures which passes 
the specifications for riprap (See paragraph 3-08) shall be placed directly 
in the rock fill section of the dikes in areas adjacent to the lock where 
protection stone is required (See drawings) or in stock piles. All rock 
except shale in excess of that required for the riprap for the work included 
under this contract shall be stockpiled in areas and in a manner approved by 
the contracting officer. 

(2) Material Excavated for Embankments . - Material excavated 
from foundation areas for the embankments (See paragraph 3-01) and determined 
usable by the contracting officer shall be placed directly in the earth 
sections of the dike and backfill in accordance with the specifications stated 
in Section IV and/ or in stock piles. All material excavated and determined 
waste by the contracting officer shall be placed in waste areas shown on the 
plans or as approved by the contracting officer. 

(3) Spoil . - Spoil dumps adjacent to the lower approach 
channel shall be built so that their front faces will present straight line 
contours parallel to the spoil control line indicated on the drawings. The 
spoil control line is a definite line for the purpose of establishing the 
position of the front slope at a definite elevation, thus making the front 
slope a plane surface. All dumps shall be leveled off on top and graded on 
the side and end slopes to give proper drainage and present an orderly and 
finished appearance. No dump shall be built with front, rear or end slopes 
steeper than 1 vertical on 3 horizontal. The front slope of dumps shall be 
kept as uniform as practicable. No natural water courses shall be obstructed 
without measures satisfactory to the contracting officer being taken by 
contractor. The contractor shall provide any necessary drainage facilities 
to drain water pockets formed by his operations. Waste material from exca- 
vation of the canal plug, upstream from the lock, shall be deposited along 
the right-of-way of the temporary railroad after its removal (see Par. 19-01 
(c)) t within the limits of adjacent spoil dumps placed by others on either or 
both sides of the canal. These limits lie between lines parallel to and 
approximately 375 feet and 1100 feet, respectively, from the canal centerline 
on both sides. / 

2-07. MEASUREMENT AND PAYMENT FOR EXCAVATION. 

(a) Measurement . 

(1) a survey of the ground surface for foundation excavation 
will be made prior to commencement of work and measurements of excavation 
will be based on this survey and on the classifications specified in par. 2-05. 
Stripping will be classified and measured as common excavation. Measurement 
for common excavation will be made between the ground surface and the slope 
and grade lines shown on the drawings or as modified by the contracting 

2-3 



officer, or to the natural rock surfaces encountered in such excavation. 

(2) A survey of all stock piles will be made prior to the 
start of excavation operations. Measurement of excavation for embankment 
materials for payment will be based on this survey, and a final survey of the 
completed excavation. 

(3) Measurement for rock excavation will be made for the 
actual quantity excavated within the slope, structure, and grade lines shown 
on the drawings, or such modifications of these lines as directed by the 
contracting officer. No payment will be made for any rock excavation carried 
below or beyond these lines by unnecessary drilling and blasting and all 
rock thus removed, shall be replaced with concrete at the expense of the 
contractor. 

(4) The excavation payment slope lines shown on the drawings 
do not represent actual slopes necessary and are not guaranteed by the 
Government as safe slopes for making the required excavations. The actual 
slopes required for safety shall be determined by the contracting officer 
and may be greater or less than shown except that where noted "Required 
Excavation Slopes," the actual slope shall not be steeper than that shown. 

(b) Payment . - 

(1) Payment for all required foundation and channel excava- 
tion shall include the cost of transporting and disposal as required under 
paragraphs 2-02 and 2-06 and will be made at the applicable contract unit prices 
per cubic yard for "Excavation; Common"; "Excavation; Rock". 

(2) payment for common excavation which, in the opinion of 
the contracting officer, cannot be removed by a 2\ cubic yard power shovel 
without continuous and systematic blasting will be made at twice the contract 
unit price per cubic yard for "Excavation; Common". 

(3) Where stockpiling of excavated material prior to its 
incorporation in fill is directed by the contracting officer, separate pay- 
ment will also be made for stockpiling at the rate of 5° percent of the re- 
spective contract unit price for excavation; provided, however, that no 
payment will be made for stockpiling when and where the contractor is offered 
the alternative of suspending excavation but elects to stockpile in lieu 

of suspension.- The alternative of suspending excavation will be offered 
only when and to the extent that in the opinion of the contracting officer 
progress has been such as to warrant it. Such offer shall not const itue a 
basis for extension of time limit under the contract. No separate payment 
will 1b made for stockpiling spoil. Excavated materials piled adjacent to 
the excavation for later use as backfill therein will not be considered 
stockpiles. 

2-08. PREPARATION OF FOUNDATION FOR CONCRETE STRUCTURES. 

(a) Rock . - Foundation excavation for the lock structure shall 
be carried to sound, firm ledge rock, free from open horizontal seams or 
disintegrated portions. Blasting against surfaces which will form the final 
surface will not be permitted, (See paragraph 2-10). The foundation shall be 
prepared by barring, picking, wedging, or similar methods which will leave the 
rock of the foundation in an entirely sound and unshattered condition. The 
surface of the rock shall be left clean and rough to provide a proper bond 
between the rock and the concrete. All water shall be removed froTi the final 
foundation, which shall be moistened as required by the contracting officer 
prior to initial placement of grout. The contractor will be required to drill 
exploratory core holes as described in paragraph 2-11 in the foundation to 



2-k 



determine the suitability of the bedrock. Payment for rock foundation pre- 
paration will be included in payment for rock excavation, 

(b) Earth. - Foundation excavation for the approach walls 
shall be carried to firm materials as determined by the contracting officer. 
In no case shall the foundation grades be at higher elevations nor the re- 
quired excavation slopes steeper than indicated on the drawings. There 
suitable foundation material is not encountered at the grades indicated on 
the drawings, the contracting officer may direct that the depth and width 
of the foundations be increased or that the walls be founded on piles (See 
Section IV), whichever in his opinion is to the best interest of the United 
States. The surface of earth foundations shall be graded level, unless 
otherwise specified, and shall be cleared of all loose stones, clods, or 
other objectionable material. Then concrete is placed thereon the foundation 
surfaces shall be free from standing or running water but shall be in a 
moist condition. If necessary for proper moisture content the surfaces shall 
be sprinkled as directed by the contracting officer just prior to place- 
ment of concrete. Payment for earth foundation preparations will be included 
in payment for common excavation. 

2-09. LINE DRILLING. 

(a) The vertical rock faces indicated on the drawings or as other- 
wise required by the contracting officer shall be made with a channeling 
machine, by drilling and broaching or by close line drilling. Rock excavation 
adjacent to channeled faces shall be removed in shallow lifts and short 
sections, and the channeled face remaining shall be of undisturbed rock. 

(b) Measurement for line drilling will be made along the vertical 
surface indicated on the drawings or established by the contracting officer. 
Payment for channeling, drilling and broaching or close line drilling will 
be made at the contract unit price per square foot of vertical surface for 
"Line Drilling". Payment for the rock removed will be made as specified in 
par. 2-07, 

2-10. BLASTING EOR EXCAVATION. - Blasting will be permitted only when 
proper precautions are taken for the protection of all persons,- the work and 
property, and any damage done to the work or property by blasting shall be 
repaired by the contractor at his own expense. Caps or other exploders or 
fuses shall in no case be stored or kept in the same place in which dynamite 
or other explosives are stored. All operations of the contractor in connect- 
ion with the transportation, storage and use of explosives shall be subject 
to the approval of the contracting officer, and the contractor shall be 
liable for all injuries or deaths of persons or damage to property caused 
by blasting or explosives. ' All necessary precautions shall be taken to 
preserve the rock outside the lines of excavation in sound condition. Blast- 
ing nay be done only to the depth, amount; ^nd extent approved by the con- 
tracting officer. Approval of the method of blasting by the contracting 
officer, as specified in this subparagraph 'will not relieve the contractor 
of his responsibility in blasting operations, and no payment will be made 
for any rock required to be excavated outside of the limit lines indicated on 
the drawings or below the grade lines established in the field, or modi- 
fications thereof directed by the contracting officer, solely due to injury 
caused by the overshooting, improper blasting or carelessness on the part of 
the contractor, and all rods thus removed shall be replaced by concrete at 
the expense of the contractor, including the payment for. all cement used in 
such concrete and furnished by the United States. No blasting shall be done 



2-5 






within one hundred (100) feet of concrete which has been in place less than 
seven (7) days, 

2-11. DRILLING EXPLORATORY AND GROUT HOLES.. 

(a.) General . - For the purpose of canvassing bids, the approximate 
extent of a tentative program for drilling exploratory and grout holes is 
outlined herein. The Government reserves the right, however, to alter the 
exploratory and grout holes, and no change will be allowed in the contract 
unit prices because of such alteration. The contractor shall, at the appli- 
cable contract unit prices, drill exploratory and grout holes at such locations 
and at such inclinations not to exceed twenty (20) degrees from the vertical, 
and to such depths, subject to the limitations hereinafter specified, as may 
be required by the contracting officer. 

(b) Method of Rock Core Drilling . - Core drilling through rock 
shall be done with standard core drilling equipment using diamond or alloy 
bits designed to furnish complete standard cores a minimum of 2 inches in 
diameter from holes 3 inches in diameter. The contractor shall run his drills 
at such speeds as will insure satisfactory core recoveries, and the contract- 
ing officer may require, without compensation, the redrilling of those holes 
from which the cores are unsatisfactory if the contractor's operation are at 
fault . 

(c) Exploratory Core Holes . - The rock foundation area covered by 
the lock structure and areas adjacent thereto shall, after removing overburden, 
be further explored by rock core drilling. These holes in the foundation rock 
are intended to determine the location of suitable rock for the foundation of 
the lock structure. It is expected that at least one drill hole will be re- 
quired in the foundation of each concrete monolith founded on rock, as 

shown on the drawings, and the quantity estimated for bidding purposes is 
based on this extent of drilling. However, the contracting officer may direct 
that additional holes be drilled under each monolith or at other locations. 
The depth of these holes shall be 20 feet or more, as directed by the con- 
tracting officer. Concreting shall not be commenced in any section until 
after the contractor has received written approval of the foundation for 
placing concrete for each monolith. 

(d) Grout Holes . - Holes shall be drilled at intervals and to 
depths hereinafter specified across the upper and lower emergency dam sills 
and both upper and lower miter gate sills. These holes shall be drilled after 
a minimum height of 10 feet of concrete has been placed. The holes through 
concrete may be obtained by percussion drilling or by placing h inch pipe as 
directed by the contracting officer prior to concreting. The holes in the 
rock shall be obtained by core drilling as specified in subparagraph (b) 
above. The contractor will be required to protect the concrete surfaces 
during all drilling and grouting operations and no separate payment will be 
made for such protection. ^Yhen the drilling of each hole has been completed, 
the hole shall be protected from being clogged or obstructed until it is 
grouted. \ny hole that becomes clogged or obstructed prior to grouting 
shall be opened up to the satisfaction of the contracting officer, and no 
separate payment will be made therefor. 

(e) Rock '-'ores . - Core boxes for storing the 2 inch cores from 
exploratory and grout hole drilling, shall be furnished at the site by the 
contractor. A.H samples shall be in the custody of the contractor until tran- 
sported from the site by a representative of the contracting officer, and 
while in his custody shall be protected from the weather. All boxes shall 

be of pine or similar soft lumber of lightweight, non-warping and capable 

2-6 



of holding screws without splitting. They shall be neatly and substantially 
constructed with suitable partitions with the top of the box hinged and with 
suitable fasteners. Partitions in the boxes shall run lengthwise, be securely 
fastened and shall be approximately 1/8 inch farther apart than the diameter 
of the rock core to be placed in the box. Spacers to separate the rock core 
obtained by each run shall be soft wooden blocks to fit between the core box 

•tit ions and shall be 1-1/2 inches in length, "^he core boxes shall be of 
uniform size 4 feet in length, and approximately 12 inches wide, and shall 
:aeet with the approval of the contracting officer. All cores shall be 
neatly arranged in the sequence in which they are removed from the hole, and 
be properly identified. 

(f ) Filling Exploratory Holes with Grout . All exploratory holes 
shall be filled with grout consisting of sand and cement of such mixtures 

as determined by the contracting officer. Sand for grouting shall be as speci- 
fied in par. 2-12(d). The holes shall be filled with grout by means of 
equipment for pressure grouting as described in par. 2- 12(c). In filling 
the exploratory core holes no pressure tests are required and the hole being 
filled shall not be sealed. 

(g) Measurement and payment . 

(1) Measurement for payment of grout holes in concrete will 
be from the concrete surface to the foundation rock surface. Measurement for 
payment for holes in rock will be from the foundation rock surface to bottom 
of hole, payment for drilling grout holes in concrete or placing pipes will 
be made at the contract price per linear foot for "Drilling Grout Holes in 
Concrete", payment for drilling grout holes in rock will be made at the 
applicable contract price per linear foot for "Drilling Grout Holes in Rock", 
which payment shall include drilling, pressure testing, protection of the 
completed hole and all costs in connection therewith. 

(2) Measurement for payment of exploratory holes in rock will 
be from the foundation rock surface to bottom of hole. Payment for drilling 
exploratory holes in rock will be made at the applicable contract price per 
linear foot for "Drilling Exploratory Holes in Rock", which payment shall 
include drilling, protection of completed hole, grout filling and all costs 
in connection therewith. 

(3) Core boxes that are required to store cores from grout 
holes and exploratory holes will be paid for at the contract unit price each 
for "Core c oxes% which payment shall include all costs for transportation and 
storage in connection therewith. 

2-12 PRESSURE GROUTING FOUNDATION. - 

(a) Pressure Testing . - Before any hole is grouted it shall be 
pressure tested with water for leakage at intervals of 10 feet throughout the 
full depth of the hole. The contractor shall furnish the necessary equipment 
and make the tests. The equipment shall provide capacity sufficient to test 
the grout holes at pressures up to 150 pounds per square inch. A suitable 
gage shall be installed in the pressure line at the hole being tested so that 
pressures in the hole will be indicated at all times. A water meter reading 
directly to a 0.1 cubic foot per m:nute shall be installed in the pressure 
line to measure the leakage from the hole. The pressure shall be varied 

with the depth at the direction of the contracting officer. From the test re- 
sults, the contractor shall furnish information indicating the location and 
amount of each leakage. Payment for pressure testing -,7ill he included in 
the contract unit price for "Drilling Foundation Grout Holes in Rock". 

( b ) Procedure . 

(1) The line of grouting holes shall be drilled at intervals 

2-7 



of 20 feet across the sills and base widths of adjacent walls. The holes 
shall be drilled and cores recovered, as specified above, to a depth of 25 
feet or more into the rock as directed by the contracting, officer* These 
holes shall be pressure tested as specified in paragraph 2^12(a) above, 

(2) All the holes shall next be thoroughly washed out and 
grouted according to the procedure specified in paragraph 2-l2^d). Should 
seams connect between any adjacent grout holes these holes shall be inter- 
connected and simultaneously washed and then simultaneously grouted. If 
more than three holes join any one seam, seals and connections will be re- 
quired, of a design approved by the contracting officer, to simultaneously- 
grout the holes, 

(3) After the grout holes on 20 foot centers have been satis- 
factorily grouted and not sooner than 1\8 hours thereafter, test holes shall 

be drilled midway between and to the same depth as the adjacent 20-foot holes. 
These test holes shall be drilled, tested, and if found to leak more than 
approved by the contracting officer, they shall be grouted by the same method 
as the holes on 20-foot centers, 

(4) This method of drilling and grouting shall continue until 
the grouting has been accepted as completed, i,e,, when a hole is drilled and 
found necessary to grout, holes shall be drilled each side of the grouted 
hole at one-half the previous interval, and the same testing, washing, and 
grouting procedure shall be followed until not more leakage is observed or as 
otherwise directed by the contracting officer, 

(c) Grouting , 

(1) Equipment to be Used * - The equipment to be used for 
mixing and injecting the grout shall be subject to the approval of the con- 
tracting officer. The grouting unit shall provide: 

a. A grout mixer for mixing the ingredients, 

b_ # A suitable water meter with straight-reading register 
reading to the nearest 0,1 cubic foot for measuring the mixing water, 

_c, A water tank for auxiliary water supply to be used 
for pressure testing, flushing pumps, lines, and hole, 

d_, A mechanically agitated sump to prevent the segre- 
gation of ingredients after mixing and to maintain a supply during the 
mixing period, 

e_, Two duplex displacement grout pumps so piped and 
assembled as to provide interchangeable, continuous, and effective injection 
of grout at any desired pressure, not to exceed 250 pounds per square inch, 

f. A.ir compressors of suitable capacity, water pumps, 
and auxiliary equipment. The mixer and sumps shall each have a volume of 
not less than 15 cubic feet. The assembled unit shall allow the injection 
of 150 cubic feet of solids per hour at 150 pounds per square inch pressure, 
if desired. The grouting equipment shall be maintained in a manner satis- 
factory to the contracting officer and so as to insure continuous and effective 
performance during any grouting operation. Circulating grout lines shall be 
not less than 1-1/2 inches in diameter and are to be controlled by suitable 
valves in the header and piping so that all or part of the grout can be in- 
jected into the hole, or all or part returned to t he sump, A suitable pres- 
sure gage shall be provided at the hole as well as a t the pump for indicating 
the pressure during the injection of grout. The pressure sage shall be 
installed in the header near the hole being grouted and bypassing of the 
grout back to the sump tank shall be near the hole being grouted and not at 
the machine. Grout stops or packers and hole connections are to be provided 
which shall consist of a double sealing unit 5 feet lone. The expanding 
seals at each end shall be composed of rubber and have a length of (, inches 

2-8 



by 3 inches in diameter as directed by the contracting officer. Mis- 
cellaneous calking tools and hammers and necessary labor for calking shall 
be furnished by the contractor as directed by the contracting officer. 

(d) Composition of grout and Method of Placement , - Grout shall 
consist of a mixture of neat Portland cement and water in proportions as 
directed by the contracting officer, or sand or rock flour may be mixed v/ith 
grout in proportion not to exceed 1 part cement to 3 parts sand or rock 
flour. The type and mixture of grout to be used will be determined by the 
nature of the seams to be grouted and as directed by the contracting officer. 
Sand, if used, shall be furnished by the contractor and shall be of such 
fineness that 100 percent will pass a No. 28 standard sieve and 25 percent 
will pass a No. 100 standard sieve. Cement for grouting will be furnished 
by the Government in paper bags (See paragraph l-10(d) ). prior to pres- 
sure grouting, all grout holes shall be sounded and, if necessary, shall be 
thoroughly washed and cleaned v/ith wter under continuous pressure or by com- 
pressed air and water in a manner which will permit free overflow of waste 
water, by inserting a smaller pipe and introducing the wash water at the 
bottom of the hole. The speed of operation of the grout pump and the grouting 
pressure will be °s directed by the contracting officer. In general, it is 
expected that pressures up to 150 pounds per square inch will be required for 
the deeper sections of the holes, while lower pressures will be used for the 
upper zones. Grouting shall be continued until the hole takes the grout 
mixture at a rate of less than one cubic foot in 10 minutes under the required 
grouting pressure, and the grouting of any hole shall be discontinued when 
directed by the contracting officer. The contracting officer may require that 
the grouting of any holes may be temporarily suspended if work is proceeding 
in an unsatisfactory manner, and the hole protected by suitable means until 
grouting is resumed. In the event of an unavoidable delay during grout in- 
jection, the contractor shall supply water at not less than the specified 
grouting pressure for application to the hole as directed by the contracting 
officer. Then the grouting of any hole has been commenced, it shall be con- 
tinued until completion, unless otherwise directed by the contracting officer. 
After grouting operations for any hole have been completed and the grout set, 
or if the rock about any hole is in such sound condition that pressure 
grouting is not necessary, the hole shall be completely filled. with grout. 
Then a hole during the grouting procedure shows back pressure it shall be 
capped or otherwise sealed. 

(e) Payment . 

(1) payment for grouting will be made at the contract unit 
price per cubic foot for "Pressure Grouting". The volume of grout will be 
considered to be equal to the volume of cement plus the volume of sand or 
rock flour used, measured in the loose, dry state. This payment shall include 
washing and jetting of grout holes, equipment, and labor necessary, -except 
that cement will be furnished by the United States. No payment will be made 
for grout lost due to improper anchorage of grout pipes or connections, nor 
for grout rejected by contracting officer because of the improper mixing. 

(2) Payment for sand or rock flour used in grouting will be 
made at the contract unit price per cubic foot for "Sand in Grout" or "Rock 
Flour in Grout". 



2-9 



Specifications: Robinson Bay Lock - Long Sault Canal 

SECTION III 

EMBANKMENTS, BACKFILL AND PROTECTION STONE 

3-01. DEFINITION. - The term ■ Embankment 3" as used in this section 
includes the earth fill of dikes; the compacted earth backfill behind the 
lock sections and guard wall section; railroad fill, the sand and gravel 
backing, riprap protection, and f ilterfclankets of dikes, and all other specified 
or directed fill and slope protection. 

3-02. GENERAL PROVISIONS. - 

(a) Lines and grades. - The embankments shall be constructed to 
the lines and grades shown on the drawings or otherwise required by the 
contracting officer. The contracting officer reserves the right to change 
the foundation widths, change the slopes and dimensions of the embankments, 
change the dimension and slopes of the foundation cut-off trenches and 
change the slope and thickness of the dumped riprap protection and make 
such other changes as future studies and conditions on the work indicate 

as necessary for the construction of a safe and permanent structure as 
determined by the contracting officer. Changes in quantities of materials 
resulting; from changes in sections shall be no cause for claims for increases 
in the contract unit prices. 

(b) Materials ^ - Materials for the various sections of the embankments 
shall conform to the respective requirements specified in the following 
paragraphs of this section. 1^0 brus^ , roots, sod, and perishable, or objectionable 
materials, as determined by the contracting officer, shall be placed in the 
compacted embankments. Any objectionable material placed in the compacted 
embankments shall be removed by the contractor as directed by the contracting 
officer, without cost to the Government. 

The suitability of each part of the foundation for placing embankment 
materials thereon and of all materials for use in an embankment will be 
determined by the contracting officer. No materials shall be placed in an 
embankment where either the materials or the foundation on which they are 
to be placed is frozen. 

(c) Conduc t of the Work . - The contractor shall at all times 
maintain the embankments in conformity with paragraph 3 -0 4(c) and in a 
manner satisfactory to the contracting officer until the final completion 
and acceptance of all work under the contract. The contractor may be 
required to suspend work at any time when, in the opinion of -the contracting 
officer, satisfactory work cannot be done on account of rain, floods, cold 
weather, or other unsatisfactory conditions. Any approved embankment material 
which is lost or rendered unsuitable after being placed in an embankment 

and before the completion and final acceptance of the work, due to causes 
that, in the opinion of the contracting officer, are avoidable, or under 
the control of the contractor, shall be replaced by the contractor in a 
manner satisfactory to the contracting officer and without cost to the 
Government, ^he contracting officer may require the contractor to remove 
without cost to the Government any material placed by the contractor outside 
of specified slope lines. 

(d) Ord er o f Work . - The contractor will be required to organize 
the work so that suitable rock and earth fill materials obtained from the 
excavation for the construction of the lock structure may be placed directly 
in the embankment section. 

3-1 



3-03. PREPARATION OF FOUNDATION FOR EMBANKMENT. 

(a) General - The foundation for the embankments shall he stripped 
and excavated as specified in Section II. The test pits, stump holes and 
other excavated areas, depressions and cavities within the limits required 

to be stripped shall be filled with compacted earth as directed by the con- 
tracting officer. The earth fill shall be placed in layers, moistened and 
compacted in accordance with paragraph 3-04 • As the fill is brought up, the 
side slope of the cut or hole shall be scarified, if in the opinion of the 
contracting officer, it is required, in order to provide a bond between the 
fill and the original ground material. The sides of all holes shall be broken 
down if necessary so as to flatten out the slopes, and the hole then filled 
with approved material and properly rolled or tamped in place. Immediately 
prior to placing Class I and II materials in embankments, the entire founda- 
tion, except areas to be covered by sand and gravel filter, shall be scari- 
fied to a depth of 4 inches. A 4-inch layer of embankment material shall 
be spread and compacted as specified for Class I fill in paragraph 3-°A(e). 
The foundation upon which fill is placed shall be in a suitable dry condition, 
as determined by the contracting officer. 

(b) Measurement and Payment , - Payment for the fills in the founda- 
tion areas indicated above, including the spreading, rolling and wetting where 
required will b e made at the contract unit price per cubic yard for "Earth 
Fill; Compacted Class I," Earth Fill; compacted, > Class II", and Earth Fill; 
Class III" respectively. No payment as a separate item will be made for other 
work necessary for the preparation of the foundation including the dewatering 
in the foundation areas of the embankments, but the cost of these items shall 

*be included in the contract unit prices for the other items of work connected 
with the embankments. 

3-04. CLASS I AND CLASS II COMPACTED EARTH FILLS. - 

(a) Material , - Materials for the Class I and Class IT compacted 
earth fills shall be secured from the excavations for 'the lock (see para- 
graph 2-03) and for the embankment foundations. The materials in general 
will be a well graded clayey or silty gravelly sand. No stones which would 
be retained on a 6-inch screen will be permitted in the Class I compacted 
earth fill. No stones- which would be retained on an 8-inch screen will be 
permitted in the Class II compacted earth fill. Should stones^.of such size 
be found in the other vise approved materials, they shall be removed by the 
contractor. Suitable stones removed may be used for riprap as specified in 
paragraph 3-08. Each load of material to be placed in either Class I or 
Class II compacted earth fill shall be the equivalent, as nearly as practi- 
cable, of a mixture of materials obtained from an approximately uniform 
strip or cutting from the full height of a lift in excavation. The combined 
excavation and embankment placing operations shall be such that the materials 
when compacted in the fill will be blended sufficiently to secure the greatest 
homogeneity and desired density. 

(b) Placement .- The distribution and gradation of materials through- 
out the Class I and Class II compacted earth fill sections of the embankments 
shall be such that the embankments will be free from lenses, pockets, streaks 
or layers of materials differing materially in texture or gradation from the 
surrounding materials. The dumping of successive loads of fill materials 
from the different parts of the required excavations shall be at locations in 
the embankment as directed by the contracting officer, and for this purpose, 
the contracting officer may direct the points in the embankments where in- 
dividual loads of material shall be deposited to the end that. the more 

3-2 



pervious material shall be placed in the outer exposed sections of the ^lass 
TT compacted earth fill. After dumping, the materials shall be spread by 
bulldozers or other approved methods in approximately 8-inch layers over 
the prepared foundation or fills. Materials in areas where compacting by 
rolling is impracticable, as determined by the contracting officer, shall be 
spread in layers h inches in thickness before compacting. All layers shall 
extend at an approximately uniform elevation over the width of the embankment 
and for the entire length of the section under construction unless otherwise 
directed by the contracting officer. The top surfaces of the Class I and 
Class IT compacted earth fills during construction shall be kept crowned with 
grades not less than 2 nor more than k percent, so that the surface of the 
fill w'rll drain freely toward the slopes. If work is stopped on any part of 
the Class T compacted earth fill for a period of time, the area to remain stand- 
ing shall be rolled, with a smooth-faced roller to prevent loss of moisture 
and to facilitate drainage. If, in the opinion of the contracting officer, the 
rolled surface of any layer of any section is too smooth to bond properly 
with the succeeding layer or adjacent section, it shall be roughened or loosen- 
ed by scarifying to the satisfaction of the contracting officer before the 
succeeding layer is placed thereon. Ruts in the surface of any layer shall be 
filled in a manner satisfactory to the contracting officer. 

(c) Moisture Control . - 

(1) The materials in each layer of the Class I and Class II 
compacted earth fills while being compacted shall contain moisture within a 
few percent of the optimum, as determined by the contracting officer, for the 
compaction desired. Prior to and during construction, the contracting officer 
will establish the limiting ranges of moisture contents for materials to be 
compacted in class I fill and Class TT fill. The moisture content shall be 
uniform throughout the layer. If the application of water is necessary, it 
may be done either at the excavation area or at the embankment. Wetting at 
the. excavation area shall be supplemented as required by sprinkling in place 
on the embankment, if in the opinion of the contracting officer it is neces- 
sary. The contractor shall maintain adequate facilities to provide the amount 
of water required. 

(2) No layer of material shall be placed if the moisture con- 
tent of the exposed surface on which it is to be placed is not within the 
range established by the contracting officer. The contractor shall correct 
the moisture content of the compacted layer if the moisture content is not 
within the required limits. 

(d) Compaction . - Class I and Class II compacted fill shall be 
rolled and compacted with the equipment listed in paragraph 3-®k (e) below. 
Each layer of Class I fill shall te compacted by not less than 6 passes or 
trips and each layer of Class II fill shall be compacted by not less than 2 
passes or trips, of a sheepsfoot roller. In areas where rolling operations 
are impracticable as determined by the contracting officer, compaction shall be 
obtained with power tampers of a type approved by the contracting officer 

to give compaction equal to that required for the adjoining compacted earth 
fill. Each pass of a roller shall overlap the adjacent rolled area by at 
least 2 fe^t. If the moisture content is greater or less than that required 
for compaction, the rolling or tamping shall be delayed until the proper 
moisture content as determined by the contracting officer has been reached. 

(e) Equipment for Compaction hy Rolling . - Equipment consisting of 
an oscillating double section sheepsfoot tamper roller, pulled by a crawler 
type tractor weighing not less than 20,000 pounds and which is weighted or 
equipped with a bulldozer, or both, to increase its total ■•'/eight to not less 
than 29,000 pounds, shall be used for compacting Class T fill. The use of 
more than 2 rollers in tandem will rot be permitted. The design and operation 

3-3 



of the compacting equipment shall be subject to the approval of the con- 
tract ing officer. The speed of the compacting equipment shall be not more 

m 2i miles per hour; Each drum of the oscillating double section sheeps- 
foot tamper roller shall be approximately ', feet in width and shall have 
tumping feet uniformly staggered over its cylindrical surface and .be provided 
with cleaners. Each tamping foot shv.ll project approximately 7 inches from 
the roller's cylindrical surface and at no time during operation shall have 
a f ^ce arei less fan _5 nor more than 7 square inches. The spacing shall be 
such as to provide not less than l£ tamping feet for each square foot of 
cylindrical surface. The sheepsfoct roller shall be weighted so that the total 
weight of the roller and ballast in pounds divided by the total areas of the 
maximum number of tamping feet in one row generally parallel to the axis of 
the roller shall provide for a range of 250 to 4°0 pounds per square inch by 
varying the roller ballast. 

(f ) Tests for Compaction , - Samples for testing of all materials in 
the embankments, both before and after placement and compactions, will be 
taken by the contracting of f icer' at frequent intervals. Corrections, adjust- 
ments, and modifications of methods may be required as the result Of these 
tests, for materials, moisture content, or additional compaction of the mate- 
rials, in the embankment. In taking samples for control and record purposes, 
the contractor shall supply labor required to assist the inspector, as directed 
by the contracting officer. During the construction of the embankments, it 
may be necessary for the contractor as directed by the contracting officer to 
construct test embankments which will form part of the completed fill to 
determine the number of passes or moisture content necessary to obtain the 
desired compaction. 

(g) Additional Compaction . - If the tests specified above indicate 
that the desired compaction of the materials in the Class I and Class IT com- 
pacted earth fills is not securer 1 by the compaction specified in paragraph 3- 
04 (d), additional compaction may be required by the contracting officer, 
additional compaction shall consist of making not less than 2 passes of a 
sheepsfoot roller specified in paragraph 3 -0 4 (e) over such designated areas. 
Each 2 passes of the roller shall overlap the adjacent rolled area by at least 
2 feet. This procedure will be repeated as often as is necessary to obtain 
the desired compaction. 

(h) Measurement and payment . 

(1) Measurement of Class I and Class II compacted e°rth fills 
placed in the embankments, will be made between the lines indicated on the 
drawings and the required stripping or excavation lines. Measurement of 
settlement will be made between the foundation line after stripping or ex- 
cavation and a survey of settlement plates at time of acceptance, (see par. 
3-11). Payment for Class I and Class TI compacted earth fill will be made 

at the contract unit price per cubic yard for "Earth Eill Compacted Class I" 
and Earth Fill Compacted Class 11% which payment shall include all incidental 
work specified or required such as transporting and spreading, mixing, scari- 
fying, harrowing, moistening, drying, compacting, removing oversize stones, 
objectionable materials, furnishing laborers for sampling and constructing 
test embankments. Payment for fill due to foundation settlement, will be 
included in the final payment for embankment. 

(2) Payment for each additional two passes of a roller as 
required by the contracting officer will be made at the contract unit price per 
square (100 sq. ft.) for rolling each additional two trips. 

3-05. CLASS III ^ILL 

(a) General. - Material for Class III fill shall be secured from 



the required excavations for the canal and foundations. The material for 
Class III fill except in the upper 3 feet on the pool ~ide shall be any 
materials as approved by the contract ins officer. This material may contain 
boulders, stones, sod, and stripping, providing they are embedded, satis- 
factory to the contracting officer. The material in the upper 3 feet on 
the pool side shall be well graded, clayey or silty gravelly sand and shall 
be free from sod, stripping, roots and other perishable or bouyant materials. 
Class III fill may be placed in layers of a thickness not to exceed j feet, 
The layers shall extend at approximately uniform elevation over the entire 
length and width of the fill and at no time shall the top of the fill be 
above the surface elevation nor more than 6 feet below the Class I fill, 
(b) Measurement and Payment , - Measurement for Class III fill 
placed in the embankments will be made between the slope lines indicated on 
the drawings and the original surface. Measurement of settlement will be 
made between original ground surface and survey of settlement plates at time 
of final acceptances, (see par, 3-H)« Payment for Class III fill placed 
in the embankments will be made at the contract unit price per cubic yard 
for "Class III Fill" which payment shall include all incidental work speci- 
fied or required such as transporting spreading and maintaining the surface 
for satisfactory operations. Payment for fill due to foundation settlement 
will be included in final payment of embankment, 

3-06. FILTER 

(a) General , - Filters shall be constructed in 12 inch layers at 
the location.'; and to the lines and grades shown on the drawings, or at such 
other locations as may be required by the contracting officer. Each 12 
inch layer shall be compacted by covering the entire area with one pass of 
tractor tread. The material shall conform to the requirements specified in 
the following paragraph and, if practicable during construction, shall be 
kept to the same height as the adjacent fill material. 

Any material encountered in the required excavation that meets the re- 
quirements of paragraph 3-°&b may be used for the filter. Additional materials 
required for the filter not obtainable from required excavation shall be 
obtained from other sources by the contractor, 

(b) Filter Material . - The material for filters shall be well 
graded sand, or sand and gravel, which after placement, shall contain at 

least /|0 percent by weight which will pass the |— inch mesh screen and no stones 
shall be larger than 6 inches. Of the material passing the ^-inch screen, 
at least 30 percent by weight shall pass a No. 10 mesh screen, and not more 
than 10 percent shall pass the No, 200 mesh screen. .Samples of the material 
the contractor proposes to use shall be submitted to the contracting officer 
at least 30 days prior to the date that the contractor plans to commence 
placement of filter. 

(c) Filter material for the 2\ foot depth of selected gravel or 
crushed rock surrounding the drain pipe behind lock walls 'will be concrete 
aggregate (size 3 /Id to 3/4 inch) furnished by the Government. 

(d) Measurement and Payment , - Measurement of filter material will 
be made between the lines indicated on the drawings, or as. modified by the 
contracting officer. Payment for furnishing and placing filter material, re- 
gardless of source will be made at the contract unit price per cubic yard 
for "Filter." 

3-07. SAND AND GRAVEL BACKING. - 

(a) General .- Sand and gravel backing for riprap on slopes and for 

3-5 



drains behind lockwalls shall he constructed to the lines and grades shown 
on the drawings. During construction the placing rhall be kept at sub- 
stantially the same level as the compacted earth fill. Any material en- 
countered in the required excavation that meets the requirements of this 
paragraph may be used for 3and and gravel backing. Additional materials 
required for the sand and gravel backing not obtainable from required ex- 
cavation shall be obtained from other sources by the contractor. 

(b) Material . - Material for sand and gravel backing shall con- 
sist of bank run sand and gravel of which the material after placement shall 
contain fron.Ju to 6u percent by weight retained on the'^-inch mesh screen, 
and no stones shall be larger than 6 inches. Of the material passing the 
jj—inch mesh screen, not more than 20 percent shall pass the No. 200 mesh 
screen, samples of proposed material shall be stibmitted as stated in 
paragraph 3-°6(b). 

(c) Measurement and Payment . - Measurement of sand and gravel 
backing material will be made between the lines indicated on the drawings, or 
as modified by the contracting officer. Payment for furnishing and installing 
backing material, regardless of source, will be made at the contract unit 
price per cubic yard for "Sand and (Travel backing. 

3-08. RIFRAP. 

(a) Classification . - All rock for the riprap protection of the 
embankments shall be sound, durable rock, other than shale, and as approved 
by the contracting officer, obtained from the required excavation. Riprap 
shall be composed of the following two classes of material* 

(1) Class A » - The riprap shall be clean and rough, and the 
least dimension of any stone shall be not less than ore-third its greatest 
dimension. Eighty percent of the rock must weigh, over 5 00 pounds and shall 
graduate with fair uniformity to a minimum weight of 200 pounds. 

(2) Class B » - The riprap shall consist of clean stones and 
boulders removed from the compacted earth fill material and rock other than 
shale obtained from the required excavations* This riprap shall consist of 
rocks weighing in general not over 250 pounds, of which not more than 10 
percent of the whole shall be formed of pieces weighing less than 15 pounds 
which shall be well distributed throughout the mass, 

(b) placement «, - Riprap shall be dumped in the sections to the line 
and grades shown on the drawings or as directed by the contracting officer. 
The different sizes of each class shall be well distributed within the section. 
Care shall be taken in dumping and placing not to disturb the underlying fill. 
The riprap forming the slope of the dikes shall be placed in approximately 
horizontal layers not exceeding 3 feet in thickness as the compacted earth 
fill progresses, and shall be kept substantially the same level as the com- 
pacted earth fill, \ny change in the slopes of the compacted earth fill 
including slides and washout will be repaired by the contractor as direct by 
the contracting officer at no cost to the Government; ; and, at the end of a 
working season for placing compacted earth fill, the dump riprap sections 

will be complete. In the areas where Class B dumped riprap will foim the 
final surface, such hand placing of the finished rock surface will be re- 
quired as will insure a reasonably smooth and continuous surface to the 
lines shown on the drawings or as modified by the contracting officer with 
a tolerance not exceeding 9 inches. 

(c) Measurement and Payment . - Measurement for riprap in the dumped 
riprap sections will be made in the embankments only between slope lines and 
grade lines shown on the drawings or as modified by the contracting officer 
and payment will be made at the applicable contract unit prices per cubic 

3-6 



yard for "Riprap, Dumped; Class A", and ""Riprap, Dumped; Class E"« which 
will include payment for the selection of the materials, placing, and all 
other work required for the completion of the riprap sections in accordance 
with these specifications. 

3-O9. SEEDING. - 

(a) Preparation of Seed Bed .- 

(1) The areas indicated on the drawings or required by the 
contracting officer shall be seeded. All areas to be seeded, prior to ferti- 
lizing and seeding, shall be harrowed or raked until the soil has hecome 
loosened and pulverized. All sticks, litter, roots, weeds, stones larger 
than 1 inch in diameter and other objectionable materials shall be removed to 
a depth of 2 inches. The surface of all seeded areas shall be trimmed and 
raked to conform to finished grades, after which the soil shall be fertilized 
as specified below. Immediately before sowing the seed, the surface of the 
seed bed shall be sprinkled, if necessary, and raked to a depth of 3/2} of an 
inch. The raking shall be done in a direction parallel to the contour lines 
of the slopes (not uphill or downhill). 

(2) Method of Fertilizing . - Prior to seeding, fertilizers 
shall be uniforrnily spread in a manner satisfactory to the contracting officer. 
The seed beds shall be fertilized with 1,0C0 pounds of 20°£ superphosphate, and 
200 pounds of sulfate of ammonia to the acre. In place of the superphosphate, 
330 pounds of TVA. metaphosphate to the acre may be used. 

(b) Seeding * - The quantity and types of seeds specified below 
shall be sown on prepared seed beds in a manner satisfactory to the contract- 
ing officer. The mixtures shall be sown at the earliest date possible between 
May 1 and September 1. The seed mixtures shall be sown by a mechanical hand 
seeder or drill. Whenever practical, the mixtures shall be sown in two appli- 
cations, one-half the seed while the sower is travelling in one direction, 

and the other half sown while travelling at right angles toihe first. The 
oats or rye shall be sown separately and prior to the remainder of the seed 
mixture. If oats or rye is sown, on the surface the seeds shall be covered 
by raking to- a depth from 1 to lh inches # This will not be required if the 
oats or rye are sown with a drill, After all the seed is sown, the seed 
bed shall be lightly raked with iron rakes, and then rolled with a lawn roller 
in a manner satisfactory to the contracting officer. 

(1) Seed Mixture * - The seed mixtures shall consist of the 
seeds specified in the table below. wTien -directed by the contracting officer, 
the seed mixtures may be varied to suit special conditions of soil peculiar to 
the areas to be seeded. The seed furnished shall be of the previous year's 
crop and in no case shall the weed content exceed 1% by weight. 

Seed Mixture for Seed Fed not Containing topsoil 

Amount lbs 
Kind of Seed ^Purity ^Cermi nation per acre 

Sweet Clover 99 85 5 

Alfalfa 98 85 2 

Black Medic 95 80 1 

Orchard Grass 97 9° 3 

Timothy 93 85 3 

Redtop 98 90-4 

Ladine Clover 97 90 1_ 

19 

Oats (Seeding prior to 99 90 30 



July 15) or 



3-7 



Kind of Seed %Purity ^Germination Amount Lbs. 

per acre 
!$re (Seeding after July 1>) 99 90 35 

(2) Inoculation , - The alfalfa,, black medic, sweet clover, 
and ladine clover seeds shall be inoculated with pure cultures of nitrogen 
fixing bacteria. Inoculants shall consist of pure bred soil or sand cultures, 
not more than one year old, and shall meet the approval of the New York State 
Department of Agriculture and Markets. The inoculants shall be mixed with 
the seed according to the vendor's instructions, \fter the mixture is dried, 
it shall be mixed with the grass seeds. All mixing, drying and storing shall 
be done in the shade. The seed mixtures shall be applied to the seed bed 
within 72 hours after the legume see^s are inoculated. 

(c) Maintenance and Peseeding * - The contractor shall maintain the 
areas sovn with the above seed mixture until all work on the contract has 
been completed and accepted by the' contracting officer. The maintenance shall 
consist of refilling rain washed gullies, reseeding, mowing, watering during 
periods of drought, and other similar operations when required by the contract- 
ing officer. The contractor may, if he desires, protect slopes against 
erosion until seeding becomes established by spreading on the surface about 
four tons of straw to the acre. 

(d) Measurement and Payment . - Measurement for seeding will be made 
by the acre for the area within the line shown on the drawings or as modified 
by the contracting officer. The contract unit price shall include payment for 
all work in connection with furndshing and sowing all necessary seed, raking 
and rolling the seeded areas, preparing the seed beds, furnishing and placing 
all necessary fertilizer, and maintaining all seeded areas. Payment for seed- 
in': all seed beds will be made at the contract unit price per acre for 
"Seeding." 

3-10. PROTECTION 0E SETTLEMENT GAGE'S, FIE7XMETERS, AM) PRESSURE CELLS. 

In order to enable measurements and observations to be made during and after 
construction of the work required under the contract, the Government will 
install with its own forces a number of devices in and on the dike fills 
consisting of settlement plates and gages, piezometers, and pressure cells. 
The contractor shall conduct his operations in such a manner that these de- 
vices and appurtenances will not be damaged. Eill around pipes and bars 
installed in and on the dike fills shall be placed and compacted by the 
contractor to the density of the surrounding compacted fill, in the manner 
specified in paragraph 3-04 and 3-05 herein. Separate payment will not be 
made for such protection and special measures required in connection with 
settlement gages, piezometers, and pressure cells and their appurtenances 
installed by the contracting officer. 

3-11. DETERMINATION 0E FOUNDATION SETTLEMENT . - ?or the purpose of 
determining the settlement of the foundation prior to the acceptance of the 
work by the contracting officer, the contracting officer will install settle- 
ment gages on the clay foundations between the following stations: 

Dike No. 4 .Station 11-50 to Station 17 -? 50 

If the contractor desires to install settlement plates other than those 
mentioned above, he may do so at his own expense. The settlement plates 
installed by the contractor shall be approved by the contracting officer, 
and record of these plates will be kept by the contracting officer. The 



3-8 



settlement as determined by all of the gages v/ill be used to compute the 
settlement of the foundation surface. The election of the foundation 
surface at the time of acceptance of the work v/ill be used to measure the 
quantity of embankment fill placed by the contractor except in those areaj 
.here gases are damaged or lost due to the fault of the contractor* 



3-9 



Specifications: Robinson Fay Lock - Long Sault Canal 

SECTION IV 

PILING, STEEL FEARING 

4-01. GENERAL. - The approach walls adjacent to the lock chamber wall 
for such lengths as lie within the excavation prism shall be supported on 
steel bearing piles, driven to grade and located as shown on the drawings. 

4-02. TYPE AND PROPERTIES. - The steel bearing piles shall be 12x12 
inch 65 pound, H-Section of structural steel conforming to Section VII. 
Each piling shall have a steel bearing cap. The total length of each 
pile may be made up of sections spliced together. The minimum length of 
any section shall be about 23 feet. Splicing shall conform to Section VIII 
as approved by the contracting officer. Only welded splices will be per- 
mitted. 

4-Oj. DETERMINATION OF LENGTHS. - Lengths of piles shall be suffi- 
cient to provide seating on the ledge rock or to provide sufficient pene- 
tration into the undistrubed material overlying ledge' rock to develop the 
required bearing capacities, as determined by the contracting officer. 
No pile shall be less than 15 ft. long. The contracting officer will 
specify the actual lengths of piles to be driven in each section of the 
work after the excavation for lock construction. 

4-04 . DRIVING. - Steel bearing piles shall be driven in the dry to 
the required depth without injury to the pile. The driving equipment, 
including driving cap, shall be of proper and suitable size and type, as 
approved by the contracting officer. No piles shall be driven within 100 
feet of concrete less than 7 days old unless otherwise authorized. Piles 
which are injured during the handling or driving so as to impair them for 
the purpose intended, shall be replaced by new piles at the expense of 
the contractor. Tfater jets may be used to the extent authorized by the 
contracting officer. The top of any pile required by the contracting of- 
ficer to be cut off, shall present an even surface normal to the axis 
after cut off. 

4-05. MEASUREMENT AND PAYMENT. - 

^a) Steel bearing piles will be measured to the nearest tenth 
of a foDt in place below the specified top elevation. Payment for each 
pile driven as required will be made at the respective contract price per 
linear foot, as determined by the length of pile specified to be driven, 
which price shall include splices, steel bearing caps, materials, machinery, 
and labor for furnishing and driving the piles to grade or refusal. Pay- 
ment for piles driven in lengths as specified up to and including JO feet 
in place below the specified top elevation, will be made at the basic contract 
unit price for "Piling, Steel Fearing." Payment for piles driven in lengths 
as specified greater than 30 feet will be made at such basic contract unit 
price, plus the following percentages for the various increases in length. 



4-1 



Increase in Length Per Cent 

0.1 to 5 feet inclusive 3 

3.1 to 10 " ■ 10 

10.1 to 13 M " 13 

13.1 to 23 " H 30 

23.I feet or greater 30 

Should it be found impracticable to drive piles to the depth specified, 
the contractor will be paid $1.00 for each pile cut off by direction of 
the contracting officer and an additional sum computed at the rate of 30 
percent of the contract price for each foot of pile cut off, provided that 
the length of the cut-off portion of any pile to be paid for shall not ex- 
ceed the difference between the length specified to be driven below the 
cut-off elevation and the length actually driven below that grade. The 
length of the cut-off portion will be measured to the nearest tenth of a 
foot and will be paid for on that basis. Cut-offs shall become the property 
of the contractor and shall be removed from the work. 

(b) Partial Payment . Estimates will be given for 60 percent of 
the contract price for piling delivered and stored at the site of work. 
Piles which are delivered more than 4 months before the time when they may 
be reasonably expected to be driven shall be given 1 coat of primer meeting 
the requirements of Section XVIII, before being stored and before being 
included in the preliminary estimate. No partial payment will be made for 
piles delivered more than 6 months in advance of the time when they may be 
reasonably expected to be used. The remaining 40 percent of the contract 
price will be estimated when the piling has been driven and accepted. 
Proper deduction will be made in the final estimate for any partial payment 
for the cut-off portions and for piles not used in the work. 



4-2 



Specifications: Robinson Bay Lock - Long s ault Canal 

Section V 

TIMBERS ORK 

5-01. TIMBER AND LUMBER. - 

(a) General , - All timber and lumber shall be straight, even-sawed, 
sound, and entirely free from all defects which might impair its durability 
or its usefulness for the purpose intended. 

(b) Softwood shall conform to Federal Specifications MM-L-751 for 
•Lumber and Timber; Softwood, • yard lumber, grades as specified or required. 

(1) Common Timber for stop logs, seal and bearing blocks shall 
be pine, Douglas Fir, h&mlock, or other approved species, "Numbers 1 or 2 
Common Timbers," grade and shall be treated in accordance with Federal Speci- 
fication Tr-W-571a for "Wood-i^reservative; Preservative-Treatment." 

(c) Hardwood shall conform to Federal Specification MM-L-73& for 
•Lumber and Timber; Hardwood," yard lumber, grade as specified or required. 

(1) White Oak, unless otherwise specified, shall conform to 
the latest specifications of the National Hardwood Lumber Association for 
"Common Dimension" timber, except .that it shall have full, sound square edges 
when in place. It shall be of commercial sizes, surfaced on four sides. 

(d) Framing . - All timber shall be accurately framed and fitted and 
securely bolted. Holes for bolts shall be 1/16 inch less diameter than body 
of the bolt to be used. Care shall be taken in framing to work out permissible 
defects wherever possible. 

(e) Fainting . - Except where other types of painting or creosoting 
are specified, the surfaces of all timbers intended for permanent incorporation 
in the work shall be painted with 1 coat of primer (see par. 18-06 (c)) imme- 
diately upon delivery on the work, and stored and suitably protected to prevent 
excessive checking. After fabrication and fitting, all surfaces of timbers 
shall be painted 2 coats finish paint, (see par. 18-06 (d)). All paint and 
painting shall conform to the requirements of Section XVIII. 

(f) Measurement and Payment . - Unless otherwise specified, all tim- 
ber will be graded in accordance with standard commercial grading rules and 
on the basis of the dimensions indicated on the drawings. The contract price 
will include nails and spikes less than 3/8 inch in diameter, and all carpen- 
ter work. Payment for all timber, unless specified to be paid for otherwise, 
will be made at the contract price per 1,000 feet, board measure (M.F.B.M.) 
for "Timber; White Oak," and "Timber; Stop Log, (Creosoted), " in place in the 
work. 



5-1 



Specifications: Robinson Bay lock - Long Sault Canal 

section vi - -concrete 

COMPOSITION, CLASSIFICATION AND STRENGTH 

6-01. COMPOSITION. - Concrete shall be composed of cement, fine 
aggregate, coarse aggregate and water so proportioned and mixed, as tq pro- 
duce a durable plastic, workable mixture in accordance with all requirements 
under this section and suitable to the specific conditions of placement. 

6-02. CLASSIFICATION. 

(a) Designation . - Except where required to meet special con- 
ditions, all concrete shall be Class "A" or Class "B" . in accordance with 
the conditions of application and the proportions of materials and strengths 
required » 

(b) Class *A» concrete shall be used generally in thin walls, 
slabs, and beams, for embedding metal in pre-formed recesses, and at such 
other places as shown on the drawings or as directed by the contracting 
officer. 

(c) Class *B* concrete shall be used for the mass masonry of 
lock walls, sills, and approach walls, and for all other structures unless 
otherwise noted. 

6-O3. STRENGTH. 

Test specimens of concrete will be 6"xl2" or 8 H xl6" cylinders. 
Samples, will be wet-screened to remove aggregate greater than one-fourth 
the diameter of the test specimen. The mixes will be designed to secure 
concrete having at least the following compressive strengths at the age of 
28 days: 

Average for any 25 Minimum for any 

Class Consecutive cylinders one cylinder 

A 340C Lbs. per sq. in. 2600 lbs. per sq. in. 

B 3000 lbs. per sq. in. 2200 lbs. per sq. in, 

6-04. HIGH-FARLY-STRENGTH CONCRETE. - High -early- strength concrete 
made high-early-strength Portland cement or other special cements shall be 
used only when specifically authorized by the contracting officer. The 7-day 
compressive strength of concrete of any class, when made with hirh-early- 
strength cement, will be at least equal to the specified minimum 28-day 
compressive strength for that class using standard cement. All provisions 
of these specifications, except for cement and aggregates, shall be 
applicable to such concrete. 

6-O5. CEMENT AND AGGREGATES. - Cement, and fine and coarse aggregates 
will be furnished to the contractor by the Government in accordance with 
paragraph 1-10 of these specifications. 

6-06. WATER. - The water used in mixing concrete shall be. fresh, clean 
and free from injurious amounts of oil, acid , alkali or organic matter. 

6-07. STORAGE. 

(a) Cement . 

(i; Immediately upon receipt, at the site of the work, cement 

6-1 



shall bo stored in a thoroughly dry, weathertight, and properly ventilated 
"building or bin with adequate provisions for the prevention of the absorption 
of moisture. Storage shall be such as to permit easy aocess for inspection 
and definite identification of each shipment. 

(b) Aggregates . - The fine and coarse aggregates shall be stored 
separately (see paragraph 6-08(f)), and in suoh manner as to avoid the 
inolusion of any foreign material in the conorete. Stock: piles of coarse 
aggregates shall be built in horizontal layers to avoid segregation. 

6-08. PROPORTIONING. 

(a) Basis * - All oonorete materials will be proportioned so as 
to produce a workable mixture in which the water oontent will not exoeed 
the maximum speoified. 

(b) Control . - The exact proportions of all materials entering 
into the ooncrete shall be as directed by the contracting officer. The 
oontractor shall provide all equipment neoessary to determine, record, ^nd 
oontrol positively the aotual amounts of the various materials, including 
water, oement, fine aggregate, and eaoh individual size of ooarse aggregate, 
entering into the conorete. The proportions will be changed whenever, in 
the opinion of the contracting offioer, suoh change becomes neoessary to 
obtain uniformity and workability or the specified strength, and the oontraotor 
will not be compensated because of such ohanges. 

(o) Measurement . - All materials shall be measured by weight. 
One bag of oement will be considered 94 pounds in weight and 1 gallon of 
water as 8.33 pounds. 

(d) Cement Content . - The oement oontent for eaoh cubio yard 
of oonorete shall generally fall within the following ranges: 

Class "A" 5-0 to 6.0 bags 
Class "B" 4.0 to 5-0 bags 

For oonorete deposited in water, the minimum oement content shall be 6.5 
bags or 611 pounds to eaoh cubio yard of concrete placed. The oement oontent 
shall be at all times subjeot to variation as deemed necessary by the 
contracting offioer to attain the desired results. 

(e) Water Content and Consistency of Conorete 

(l) In calculating the total water content in any mix, the 
amount of moisture oarried on the surfaces of the aggregate partioles shall 
be included. The total water content per bag of oement for eaoh batoh of 
oonorete shall not exceed the following: 

Class "A" 5*5 gallons or 45»8 pounds 
Class "3" 6.5 gallons or 54«1 pounds. 
In all cases, however, the amount of water to be used shall be the minimum amount 
necessary to produoe a plastic mixture of the strength specified and of the 
desired density, uniformity and workability. In general, the oonsistenoy of 
any mix shall be that required for the speoifio placing conditions and methods 
of plaoement, and ordinarily the slump shall be between l/2 inoh and 2 inohes 
for Class "B" ooncrete, and between li inohes and 3 inohes for Class "A" concrete 
when tested in aooordanoe with the ourrent speoif ioations for "Method of Test for 
Consistency of Portland Cement Conorete," of the American Sooiety for Testing 
Materials. 

(f) Aggregate Content . - The total volume of aggregates to be used 

in eaoh oubio yard of oonorete shall be that neoessary to produoe a dense mixture 

of the required workability as determined by the oontraoting officer. The 
individual mixes will be based upon seouring oonorete having suitable workability, 

density, impermeability, and the required strength, without the use of an 
excessive amount of oement. 

6-2 






(1) Coarse Aggregate. 

For Class "A" concrete the iraximum size aggregate shall 
be not more than l£ inches. 

For Class •B" concrete the maximum size aggregate shall 
be not more than 3 inches. 

Specified sizes shall be delivered separately to individual proportioning 
hoppers in accordance with the following: 

a. 3/16" to 3/4* 

b. 3/4" to 1V» 
C U" to 3« 

(2) Fine Aggregate . - The fine aggregate will consist of 
natural sand or crushed stone sand and in either case will be furnished in 
one size graded so that at least ninety-five percent will pass a No. 4 square 
mesh sieve. 

6-O9. MIXING AND PLACING 

(a) Equipment. - The contractor shall provide att the site 
of the work a modern and dependable batch-type mixing plant with a minimum 
capacity of 800 cubic yards of concrete per 8 hours. The plant shall include 
not fewer than 2 complete mixers of equal capacity with separate power plants. 
The equipment shall provide adequate facilities for the accurate measurement, 
record, and control of each of the materials entering the concrete. The 
complete plant assembly, including provision to facilitate the inspection of 
operations et all times and the adequacy and dependability of each of its parts, 
shall be subject to the approval of the contracting officer, and shall conform 
to the^following requirements. 

It shall be capable of ready adjustment for compensating for the varying 
moisture content of the aggregates and for changing the proportionate batch 
weights. 

It shall be capable of controlling the delivery of each material to 
within 1 percent by weight of the designated amounts. 

It shall be arranged to permit the convenient removal of material in 
excess of the specified tolerances, and acceptable facilities shall be provided 
for readily obtaining representative samples from the batches for test pnnposes. 

Each weighting unit shall include a visible springless gage which will 
register the scale load at any stage of the weighing operation from zero to 
full capacity. 

Insofar as practicable, each dial and water-measuring device shall be 
in full view of the operator and the weighing equipment shall be arranged so 
that the operator may conveniently observe the operation of the bin gates and 
also the materials discharged into the mixer hopper. 

The accuracy of the weighing equipment shall conform to the require- 
ments of the U. S. Bureau of Standards. The contractor shall; provide 
standard test weights and any other auxiliary equipment required for checking 
the operating performance of each scale or other measuring device and shall 
make periodic tests, in the presence of a Government inspector, in such a 
manner and at such intervals as may be directed by the contracting officer; 
provided, that unless otherwise directed by the contracting officer, such 
check tests of equipment in operation shall be made at least once every two 
weeks. After completion of such check tests the contractor shall make such 
adjustments, repairs, or replacements as the contracting officer may con- 
sider necessary to secure satisfactory performance. 

The plant shall include a device for accurately measuring and indi- 

6-3 



oatlng the quantity of water entering the concrete and the operating mechanisms 
nust be sujh that leakage will not ooour when the valves are olosed. The 
filling and iischurge valves for the water tank shall be so interlocked that 
the discharge valve cannot be opened before the filling valve is fuLly olosed. 

It shall include a device for accurately and automatically measuring 
and indicating the time of mixing, whioh shall be interlocked to prevent the 
discharge of oonorete from the mixer before the expiration of the mixing 
period. 

It shall inolude a devioe for reoording and indicating the number of 
batches handled. 

Each set of units for measuring oement and mixing water delivered to 
one or more mixers shall be provided with an aoourate oombined autographic 
reoorder for making a continuous visible record on a single ohart of 
measurement of all materials introduced into each batoh, and of the consistency 
of the oonorete during the mixing prooess. The recorder shall be housed 
completely, shall be capable of being looked, and shall be placed in a position 
convenient for use by the plant operator. The reoorder paper furnished shall 
be ruled and printed so that each graph will be identified permanently and 
so that quantities and time may be read without scaling or oalculatlon. 
Suitable means shall be provided to insure proper alignment, rate of travel, 
and tautness of the paper without wrinkling. The reoording equipment shall 
include facilities for automatically registering on the ohart for time of 
day at intervals of not more than 15 minutes and shall be designed for simplioity 
•in operation and maintenance. 

Each mixer shall be equipped with an efficient recording consistency 
meter or provided with equally suitable equipment or means satisfactory to 
the contracting officer for indioating oonorete consistency and reoording it 
on the oombined autographio reoorder ohart. The sensitivity and range of the 
consistency meters shall be suoh that the effect of a ohange in slump of one 
inch shall be readily discernible to the operator, as determined by the 
contracting officer. The contractor shall furnish satisfactory evidence that 
the consistency meters whioh he proposes to use are adapted to the type of 
drum and loading of the mixers with whioh they are to be used. If the mixers 
are provided with consistency meters operating on the prinoiple of measuring 
eleotrioal input to the mixer motors, adequate means shall be provided for 
eliminating errors due to operating the motor from a variable-voltage supply 
souroe, with resultant ohanges in motor input whioh are not caused by phanges 
in oonorete consistency. If the contractor proposes to use means for the 
partial elimination and compensation of these errors, suoh means shall be 
subjeot to the approval of the contracting offioer and the rosidual errors 
shall not exceed one peroent of the values being measured. Errors in 
registration of oonorete consistency oaused by variable friotion in the 
mixer equipment shall be eliminated or minimized by providing adequate 
antifriotion bearings and lubrioation or by other means satisfactory to the 
contracting offioer. All graphio oharts recorded in acoordanoe with this paragrapl 
shall beoome the property of the Government. 

(b) Time. - The minimum time for mixing each batoh, after all 
materials are in the mixer, shall be as follows: 

l/2-oubio yard mixer, or smaller 1-l/ij. minutes 

3/4 7 to l£ oubio yard mixer l\ minutes 

lk- to 3-°ubic yard mixer 2 minutes 

larger than 3 -ol *bio yard 2& minutes 

The mixer shall revolve at a uniform speed, a minimum of 12 revolutions per 
minute after all materials have been placed in it. Neither speed nor volume^ 

6-4 



capacity of the mixer shall exceed those recommended by the manufacturer. 
Excessive overmixing, requiring additions of water to preserve the re- 
quired consistency, will not be permitted. Should any mixer at any "time 
produce unsatisfactory results its use shall be promptly discontinu'ed until 
it is repaired or replaced. 

(c) Conveying . - Concrete shall be conveyed from mixer to forms 
as rapidly as practicable, by methods which will prevent segregation or 
loss of ingredients. It shall be deposited as nearly as practicable in its 
final position. Chutes used shall be such that the concrete slides in them 
and does not flow. Chutes with a flatter slope than 1 or 2 will not be 
permit r.ed. There shall be no free vertical drop greater than 5 feet except 
where specifically authorized by the contracting officer. 

Kfethods of conveying concrete to any part of the structure by which 
the concrete is loaded into chutes, belt conveyors, or other similar equip- 
ment and carried in a thin, continuously exposed flow, to the forms, will 
not be permitted except for very limited or isolated sections of the work, 
and then only when approved in writing by the contracting officer. 

Placing of concrete in the lock shall, in general, be done by means of 
bottom-dump buckets of sufficent size to handle the full capacity of one 
mixer. The design of the buckets- shall be subject to the approval of the 
contracting officer, and shall be such as to permit close regulation of the 
amount of concrete to be deposited in each dumping position. It is con- 
templated that the full capacity of a bucket may be deposited in one 
operation where this has no objectionable effect on the placement of concrete, 
but near forms and around embedded items or elsewhere as directed by the 
contracting officer, the discharge shall be controlled so that the concrete 
may be effectively compacted into layers not exceeding 18 inches in thick- 
ness with a minimum of lateral movement and accompanying tendency for 
segregation and the formation of rock pockets. 

(d) Placing . 

(1) Concrete shall be placed before initial set has occurred, 
and, unless otherwise authorized by the contracting officer, before it has 
contained its water content for more than 3° minutes. 

(2) Concrete when deposited in the forms shall have a 
temperature of not more than 75 degrees F. and not less than 4° degrees F. 
However, when the temperatures of the materials are such that the temperature 
of the fresh mixed concrete is $$ degrees or more, the mixing water shall be 
cooled to a temperature of 35 degrees F., and only aggregates taken from the 
coolest portions. of the stockpiles shall be used. Any heating, cooling, re- 
frigerating, or other operations necessary in order to produce a concrete 
having a temperature within the above specified temperature limits, shall be 
done by the contractor and the cost thereof shall be included in the unit 
contract prices for the various classes of concrete. 

(3) Unless otherwise specified, all concrete shall be 
placed in the dry upon clean, unfrozen, damp surfaces, free from running 
water, and never upon soft mud, dry porous earth, or upon fills that have not 
been subjected to approved rolling or tamping until optimum compacting has 
been obtained. 

(4) Rock surfaces upon which concrete is to be placed shall 
be approximately horizontal or stepped, and shall be clean, solid, and free 
from oil, running water, mud, objectionable coatings, debris and loose, serai- 
detached, or unsound fragments and shall be sufficiently rough to assure 
satisfactory bond with the concrete. Immediately before concrete is placed, 
all such rock surfaces shall be cleaned thoroughly by the use of high velocity 
air-water jets, wet sandblasting, stiff brooms, picks, or other effective means 
satisfactory to the contracting officer. All pools of water shall be removed 

6-5- 



from depressions in order to injure proper bonding of the fresh concrete to -the 
rook surfaces end no inflow of water into the foundation will be permitted. 
All necessary installations o>f riser pipes, headers, sand drains, and other 
installations necessary to produce a foundation free of running or standing 
water shall be installed by the contractor and so welded or otherwise securely 
fastened in place as to prevent their being jarred loose by concrete placement. 
Kb separate payment will be made for such installations. No wooden plugs or 
other organic materials will be placed permanently in any foundation. All 
absorptive surfaces shall be thoroughly wetter for 48 hours and spread with a 
layer of mortar about 1/2 inch thick immediately before the concrete is placed. 
The mortar shall be of the same cement-sand ratio a3 used in the concrete. 

(5) The layout of all monoliths shall be as shown on the 
drawings or as directed or approved by the contracting officer before con- 
creting is commenced. 

(6) All concrete shall be deposited in approximately horizontal 
layers, unless otherwise specifically authorized or directed by the contracting 
officer, and the concreting shall be carried on as a continuous operation, as 
far as practicable, until the placing in the course, section, panel or monolith 
is completed. Concrete must be covered within 45 minutes to one hour, depend- 
ing on cement used, with fresh concrete during one pour. Courses of mess con- 
crete in the lock structures shall not exceed 5 feet in thickness for sections 35ft 
or greater in width and shall not exceed 10 feet in thickness for sections less 
than 35 feet in width unless approved by the contracting officer. In general 
minimum of 24 hours shall elapse for each foot of course thickness between the 
finishing of one such course and the starting of the next course, but in no 

case shall the elapsed period be less than 120 hours. The^first two to four 
courses starting from the rock foundation and from lifts which have been in 
place longer than 15 days shall be limited to a maximum height of 2 to 3 feet; 
as determined by the contracting officer. Other courses shall generally have 
a minimum thickness of 4 feet, and maximum thickness of 12 feet. 

(7) In dropping concrete through reinforcement, care shall be 
taken that no segregation of the coarse aggregate occurs. On flat surfaces 
where the congestion of steel near the forms makes placing difficult, a mortar 
of the same cement-sand ratio as is used in the concrete shall be first de- 
posited to cover the forms. 

(8) All top surfaces not covered by forms and which are not 
to be covered by additional concrete or backfill shall be carried slightly 
above grade and struck off by board screed (see paragraph 6-11 (a). 

(e) Vibrating . - Concrete shall be placed with the aid of 
mechanical vibrating equipment as approved by the contracting officer. 

(1) Internal vibrators shall be used in all sections 10-inches 
or more in width or which are sufficiently large to accommodate them. External 
vibration shall be used when directed by the contracting officer as auxiliary 
to internal vibration. 

(2) ITibrators shall be of sturdy construction, adequately 
powered and capable of transmitting to the concrete not less than 5» 000 im- 
pulses per minut.e when operating under load (immersed in concrete). The 
frequency of vibration shall be subject to proof by measuring the impulses 
radiated by the vibrator, when operating in concrete designed for the project, 
by use of a Frahm vibrating-reed tachometer or equal. The vibration shall be 
sufficiently intense to cause the concrete to flow or settle readily into place 
and show a visible effect over a radius of at least 18 inches in the concrete. 

(3) A sufficient number of vibrators shall be employed so 
that, at the required rate of placement, vibration throughout the entire volume 
of each layer of concrete and complete compaction are secured. At least one 
extra vibrator shall be constantly on hand at each point of placement (monolith) 

6-6 



for emergency use. 

(4) Form vibrators, where used, shall be attached to or held 
on the forms in such a manner as to transmit the vibration to the concrete 
effectively and shall be raised in lifts as filling of the forms proceeds, 
each lift being not more than the height of concrete visibly affected by the 
Vibration. They shall be placed horizontally at distances not greater apart 
than the radius through which the concrete is visibly affected. 

(5) Internal vibrators shall be kept constantly moving in 
the concrete and shall be applied at points uniformly spaced not farther 
apart than the radius over which the vibrator is visibly effective. The 
vibrator shall not be held in one location long enough to draw a pool of 
grout from the surrounding concrete. Internal vibrators shall be applied close 
enough to the forms to vibrate the furface concrete effectively but care shall 
be taken to avoid hittirg the forms sufficiently to damage them. 

(6) The vibration shall be such that the concrete becomes 
uniformly plastic and there shall be at least 10 seconds of vibration per 
square foot of surface of each layer of concrete, computed on the basis of the 
visibly affected radius, and taking over-lapping into consideration. 

(7) Vibration shall be supplemented by forking and spading 
by hand adjacent to the forms on exposed faces. The concrete shall be com- 
pacted and worked in an approved manner into all corners and angles of the 
forms and ground reinforcement and embedded fixtures. 

(f) Construction Joints . - Vertical joints shall be formed with 
tongue-and-groove keys at such locations and of such shapes and dimensions as 
approved or directed by the contracting officer. Horizontal joints shall be 
continuous throughout all monoliths to produce continuous horizontal lines on 
the faces of the lock walls. The horizontal edges of each completed pour not 
required to be chamfered that are exposed t6 weathering shall be struck off 
level for a distance of about 6 inches back from the form to provide an even 
and neat appearance between construction joints. Where required, dowel rods 
shall be used. All concrete in vertical members shall have been in place not 
less than 12 hours, and longer if so directed by the contracting officer, be- 
fore concrete in horizontal members resting therecan is placed. After the top 
surface of a course is finally compacted, it shall be thoroughly protected from 
pedestrian traffic, materials being placed thereon, running water, or any 
activity upon the surface thatlmight in any manner affect the initial setting 
of the concrete for a period of 4 to 20 hours as determined by the contracting 
officer. After the time required for initial set, the surface shall be waslied 
with a high pressure air (air pressure capacity not less than 100 p.s.i.) and 
water jet to remove all laitance and to expose clean sound aggregate. 

Immediately before placing is resumed in each succeeding course, all 
approximately horizontal construction joint surfaces shall be washed with a 
high pressure air and water jet and scrubbed with steel brushed and brooms. 
Sand shall be added to the air-water jet when required to remove algae, stains 
and other substances injurious to bonding. After final cleaning and immediately 
before placing is resumed the surface shall be wetted and spread with a layer 
of mortar 1/2 inch thick. The mortar shall be of the same cement-sand ratio as 
the concrete. 

Where fresh concrete is to be placed against smooth surfaces of previously 
placed concrete, the surface of the previously placed concrete shall be 
roughened by picking, or other means approved by the contracting officer, in 
order to secure adeuate bond. No payment will be made for such roughening but 
the cost shall be included in the contract unit price for the class of concrete 
affected. 

(g) in wa ter. - When specifically authorized, concrete may be de- 
posited in water hav ing a temperature above 35 degrees F# The methods and - 

6-7 



equipment used shall be subject to thf approval of the contracting officer. 
When deposited by the tremie method, the tremie shall be watertight and 
sufficiently large to permit a free flow of concrete. The discharge shall be 
kept continuously submerged in the concrete and the shaft kept full of con- 
crete to ■ point well above the water surface. When the bottom-dump bucket 
met hoc'- is used, the bucket shall not be dumped until after it has come to rest 
on th surface upon which the concrete is to be deposited. The bucket shall 
be provided with a suitable cover, and the bottom doors, when tripped, shall 
DDen freely. The bucket shall be completely fill and slowly lowered in order 
to avoid backwash, and when tripped, it shall be slowly withdrawn until en- 
tirely free of the concrete. With either method, concreting shall proceed 
without interruption until the tip of the concrete is well above the water 
surface. 

(h) Cold Weather . - Concrete shall not be placed when the ambient 
atmospheric temperature is below 35 degrees F. nor when the concrete is likely 
to be subjected to freezing temperatures before final set has occurred, unless 
specifically authorized by the contracting officer in writing. When so 
authorized, the materials shall be heated in such a manner that they will be 
free of ice, slush, snow, frozen lumps, etc, before entering the mixer. The 
temperature of the concrete when deposited in the forms shall be within the 
limits specified in paragraph 6-09(d)(2). All methods and equipment for heat- 
ing shall be subject to the approval of the contracting officer. 

(i) Hot Weather . - For concrete placed during the extremely 
warm summer months, and otherwise* when directed by the contracting officer, 
the contractor shall take whatever measures are necessary in order to produce 
a concrete having a temperature below the maximum limit specified in paragraph 
6-09(d)(2). The' methods and equipment used shall be subject to the approval 
of the contracting officer. 

6-10 TEST SPECIMENS-. 

(a) Number . - Test specimens, to determine whether the com- 
pressive strength of the concrete is in accordance with that specified in 
paragraph 6-03, will be taken by the Government inspector. At least 1 set of 
3 specimens will be made for every major placement and, in general, for every 
500 cubic yards of concrete placed, but in any event, a sufficient number of 
specimens will be taken to give a comprehensive knowledge of the concrete in 
each section of the work. 

(b) Method . - All specimens will be taken from the concrete in 
accordance with the current specifications of the American Society for Testing 
Materials. The specimens will be tested by and at the expense of the United 
States, either in its laboratory or in that of a reconized commerical testing 
agency. 

6-ix. FINISHING. 

(a) General . - Immediately after placement, the concrete shall 
be properly forked back along the faces of all forms by the use of concrete 
forks or spades arid then re-vibrated unless otherwise specifically authorized 
or directed by the contracting officer. The surface of concrete finished 
against forms shall be smooth, dense, and free from rock pockets. Immediately 
upon the removal of forms, all unsightly ridges or lips shall be removed and 
undesirable local bulging on exposed surfaces shall be remedied by tooling 
and rubbing to the satisfaction of the contracting officer, all holes left 
by the removal of tie rods, and all similar voids unless otherwise directed 

6-8 



by the contracting officer shall be neatly filled v/ith cement mortar mixed in 
thesame proportions as the original mix, provided that wherever practicable 
mortar which has been mixed and allowed to stand fur one hour shall be used 
and placed as directed by the contracting officer. .Defective concrete shall 
be repaired by cutting out the unsatisfactory material end placing new con- 
crete which shall be formed with Keys, dovetails, or anchors to attach it 
securely to the other work. This concrete shall be drier than the usual mixture 
and shall be thoroughly tamped into place. All finishing, tooling, , rubbing and 
filling of the rod holes and all patching of exposed surfaces must be performed 
immediately after forms are removed and the succeeding course of concrete shall 
not be placed until the exposed surfaces of the preceding lifts have been 
finished to the satisfaction of the contracting officer. AH surfaces of con- 
crete, not covered by forms, that are not to be covered by additional concrete 
or backfill, shall have a wood float finish without additional mortar, and 
shell be true to. elevations as shown on the drawings. Care shall be taken 
to see that all excess water is removed before making this finish. Other 
surfaces shall be brought to the specified finished elevation and left true 
and regular as approved by the contracting officer. Where considered necessary 
by the contracting officer, or where indicated on the drawings, joints shall 
be carefully made with a jointing tool. Every precaution shall be taken by the 
contractor to protect finished surfaces from stains or abrasions. No fire 
shall be permitted in direct contact with any concrete at any time. Concrete 
surfaces, or edges likely to be injured during the construction period, shall 
be properly protected by leaving the forms in place or by erecting covers 
satisfactory to the contracting officer. 

(b) Floor Surfaces. - Unless otherwise specified, floors of all 
buildings, and other surfaces where indicated on the plans or required by 
the contracting officer, shall be finished with a 1-inch monolithic san-cement 
mortar surface. All water, laitance and any foreign matter shall be removed 
from the surfaces, ^he topping mixture shall be spread evenly over the base 
within 45 minutes after the base has been placed. The mortar shall be of 1 
part cement and 3 parts approved clean sand. The cement and sand shall be 
thoroughly mixed dry and then sufficient water shall be added to produce a 
medium stiff mortar. After placing, the mortar shall be floated to a true, 
regular surface with a wood float end steel-trowled to a smooth finish. 
Troweling shall be the minimum amount consistent with obtaining a smooth dense 
surface and shall not be done until the mortar has hardened sufficiently to 
prevent excess fine material from being worked to the Surface. 

6-12. CURING. 

(a) General . - Before acutal concrete placement begins, the con- 
tractor shall have on hand and ready to install all equipment needed for adequate 
curing and protection of the concrete. 

(b) Warm Weather . - All concrete shall be adequately protected 
from injurious action by the sun. Fresh concrete shall be protected from heavy 
rains, flowing water, and mechanical injury. All concrete shall be kept wet 
for a period of not less than 14 days by covering with water, or with an 
approved water- saturated covering or by a system of perforated pipes or mechanical 
sprinklers, or any other approved method which will keep all surfaces continuous- 
ly (not periodically) wet. Where wood forms are left in place for curing, they 
shall be kept wet all times to prevent opening at the joints and drying out of 
the concrete. Water forcuring shall conform to the requirements of paragraph 
6-06, and shall be generally clean and entirely free from any elements which, in 
the opinion of the contracting officer, might cause staining or discoloration 



6-9 



of the concrete. — 

(c) Cold '.'feather . - Concrete when placed during cold weather shall 
be kept ;aoist and provided with adequate protection, subject to the approval 
of the contracting officer, so that the air in contact with the concrete will 
be maintained at temperatures between 50 degrees F. end 70 degrees F. for at 
least the first 5 days. For .-nas^ive section, where the atmospheric temperatures 
are sufficiently low, in the opinion of the contracting officer, to cause ex- 
cessively rapid cooling and contracting of the exterior surfaces, the period 
for maintaining the temperature of the air in contact with the concrete between 
50 and 70 degrees F. may be required to extend for ll\. days. In extremely cold 
weather, the removal of temperature protection shall be done gradually so that 
the temperature of the air surrounding the concrete is reduced to the outside 
air temperature at a rate not faster than 5 degrees E. in any one hour, or 
50 degrees F. in any 24 hour period. Salt or other chemicals shall not be 
admitted into the mixture to prevent freezing. 

FORMS, REINFORCEMENT AND PAYMENT 

6-13. FORMS. 

(a) Materials . - Forms shall be of wood, steel or other approved 
material, except that the sheeting for all exposed surfaces shall be tongue- 
and-groove lumber of uniform width unless otherwise specifically authorized. 
Forms of like character shall be used for similarly exposed surfaces in order 
to produce a uniform appearance. The type, size, shape, quality and strength 
of all materials of which the forms are made and the design of the forms shall 
be subject to the approval of the contracting officer. 

(b) Construction . - Forms shall be built true to line and grade, 
and shall be mortar-tight and sufficiently rigid to prevent displacement or 
sagging between supports. Where forms for continuous surfaces are placed in 
successive units, care shall be taken to fit the forms tightly over the com- 
pleted surface so as to prevent leakage of mortar from the concrete and to 
maintain accurate alignment of the surface. Responsibility for their adequacy 
shall rest with the contractor. Their surfaces shall be smooth and free from 
irregularities, dents, sags, or holes when used for permanently exposed faces. 
Bolts and rods used for internal ties shall be so arranged, that, when the 
forms are removed all metal will be not less than 2 inches from any concrete 
surface. Bolt holes shall be reamed with a suitable toothed reamer so as to 
leave the surface of the holes clean and rough and shall be filled with mortar 
as specified in paragraph 6-ll(a)., immediately upon removal of the forms. 
Wire ties will not be permitted without' the approval of the contracting officer, 
and at noltime where the concrete surface will be exposed to weathering and 
where discoloration will be objectionable. All ffxrms shall be so constructed 
that they can be removed without hammering or prying against the concrete. 
Unless otherwise indicated, suitable moldings shall be placed to bevel or round 
exposed edges, at expansion joints and/or any other points as may be required 
by the contracting officer. 

(c) Coating . - Forms, except those lined with absorptive form 
lining," shall be coated with a non-staining mineral oil which shall be applied 
ehortly before the concrete is placed. 

(d) Removal . - Forms shall not be removed without the approval of 
the contracting officer, and all removal shall be accomplished in such manner 
as will prevent injury to the concrete. Forms shall not be removed before the 
expiration of the minimum number of days indicated below, except when specifically 

authorized by the contracting officer. When in the opinion of the contracting 
officer, conditions on the work «*re such as to justify it, forms may be required 

6-10 



to remain in place for longer periods. 

Arches, beams and slabs ll± days 
Columns 7 days 

Walls and vertical faces 2 days 
(e) Absorptive Form Lining , - In addition to the requirements for 
work specified above, the forms for all permanently exposed surfaces, of lock 
walls and approach walls, not covered by backfill, and galleries and culverts 
through the lock shall be constructed of matched lumber, approved by the 
contracting officer, and lined with absorptive lining. The absorptive form 
lining shall be capable through its absorptive capacity of eliminating voids, 
pits and other common defects from the surface of the concrete placed against 
it. The form lining shall be highly absorptive to air and water and shall 
possess surface eharacteristics such as will result in a dense concrete with a 
satisfactory surface texture, and the minimum amount of sticking of the lining 
upon removal of the forms.'' The lining shall be readily adaptable to cutting, 
fitting and any other operation necessary in connection with its use. ^he 
lining itself, and any coating or treatment employed in its manufacture, shall 
be such as will not create discoloration or interfere with the normal chemical 
reactions of the cement in the concrete. The type of lining shall be subject 
to the approval of the contracting officer. Tests shall be made by the con- 
tractor of all proposed absorptive lining as directed by the contracting 
officer. These tests shall include the use of absorptive form lining on con- 
crete surfaces which will be later covered by Backfill. Samples shall also 
be furnished to the Government for laboratory tests, before approval of any 
type of lining by the contracting officer. Horizontal joints will not be 
permitted in absorptive form lining for surfaces between the top and bottoms 
of concrete lifts. The locations and directions of joints in absorptive form 
lining shall be as directed or approved by the contracting officer. For 
cutting and trimming the absorptive lining, the contractor shall use tools 
which are well adapted for this work and are maintained in such condition that 
smooth edges will be produced. The joints between the sheets of absorptive 
form lining shall be fitted smoothly and accurately, and patching of the sheets 
of absorptive form lining will not be permitted. At joints the edges of the 
form lining shall be in contact but shall not be pressed tightly together. 
Absorptive form lining shall be attached to the forms with only a sufficient 
number of nails or other means to hold the lining snugly in contact with the 
surface of the forms, and free from bulges and other imperfections that might 
cause unevenness or roughness of the concrete surfaces. Nails shall be driven, 
so that the under side of the nailheads will be flush with the surface of the 
absorptive lining, and care shall be taken not to make dents in the surface of 
the" lining with hammers or in any other manner. After the absorptive lining 
has been nailed in place, the joints shall be rubbed with a smooth tool to 
make the joints smooth and to press down any projecting fibers. In tightening 
the form anchors where absorptive form lining is in contact with the face of a 
previous lift, sufficient pressure shall be applied to compress the lining at 
the surface of contact so as to compensate for the reduction in thickness of 
the lining not in the surface of contact which will be caused by the pressure 
of the freshly placed concrete. Insofar as practicable, the contractor shall 
avoid splashing mortar or concrete on the absorptive lining and shall remove, 
without damage to the lining, such coatings as have set or become dry before 
the concrete is placed against the lining. Absorptive form lining of fibrous 
materials shall be used only once' and after being used shall be removed from 
the site of the work or disposed of as approved by the contracting officer. 
Forms lined with absorptive lining shall, in general, be removed or loosened 

6-11 



early enough to avoid difficulty from sticking; except, the form shall be 
allowed to Temiii in place for a sufficient length of time- to provide adequate 
support for the concrete, as determined by the contracting officer. Fibers 
from the lining v.hich adhere to the concrete when the forms are removed, shall 
be removed without damage to the concrete, by brushing or other suitable means, 
os approv d by the contracting officer. At all times subsequent to delivery 
of the absorptive form lining and prior to the placing of concrete against the 
lining, the con ■ ctor shall take all precautions necessary to protect the 
lining **rom becoming damp or wet to such an extent as to damage the material 
or to reduce its effectivness as an absorptive medium. Particular care shall 
be exercised to protect absorptive form lining during clean-up operations, 
and temporary protection oT such lining will be required. The use of absorptive 
form lining which has become wet or which contains visible external defects 
such as holes, ragged or untrue edges, breaks, cracks, tears, protuberances 
or indentations, will not be permitted. 

6-11;. PLACING- STI^EL RETNTORC 1MEJT. - 

(a) General. - All reinforcing steel will be furnished to the 
contractor by t he Government with freight paid to the site of work (see paragraph 
1-10). The contractor shall unload, transport and place all steel reinforcement, 
including rode, fabric and structural shapes as indicated on the drawings or 
otherwise required. The contract unit price for "Steel Erection; Concrete 
Reinforcing, 1 ' shall include unloading, hauling to site, cleaning, proper storage 
and straightening, if necessary. All reinforcement shall be, when surrounding 
concrete is pieced, entirely fr^e from rust,. scale, grease or other coating 
which might destroy or reduce its bond with the concrete. All placing shall be 
in accordance with drawings furnished or approved by the contracting officer. 

(b) Cutting and Sending . - Steel reinforcement will be cut and 
bent to the required length and shapes at the mill. Miscellaneous bending 
that may be required at the site shall be in accordance with standard approved 

practice and by approved machine methods. Bar lists and bending schedules 
will be furnished by the Government. 

(c) Quality . - The steel reinforcing will conform to the require- 
ments of paragraph 7-0? • 

(d) Minimum Spacing of Rods . - The spacing of rods shall be as 
indicated on detail drawings to be furnished by the Government later. The 
clear distance between parallel rods shall not be less than li times the 
diameter of round rods, or twice the side dimensions of square rods, but in 
no case shell the clear spacing between the bars be less than l| times the 
maximum size of the coarse aggregate used in the concrete, unless specifically 
authorized by the contracting officer. 

(e) Relation of Rods to Concrete Surfaces . - Except where other- 
wise indicated, reinforcement shall be placed as follows: 

(1) All main reinforcement in massive concrete sections shall 
be placed not less then 4 inches from any concrete surface, unless otherwise 
specifically indicated or authorized. 

(2) All main reinforcement in walls and slabs of buildings 
exposed to the wee' t her and in fire-resistant construction, shall be placed not 
less than 1 inch from the surface in walls and slabs, l£ inches in floor beams, 
and 2 inches in girders and columns. In interior flat slab construction, the 
minimum cover may be reduced to 3/4 inch. *or interior work where fire hazard 
does not exist, the main reinforcement shall be placed not less than 3/4 inch 
from the surface in walls and slabs., 1 inch in floor beams, and 1} inches in 
girders &nd columns. 

(3) The covering of stirrups, spacer rods, and similar 

6-12 



/ 

secondary reinforcement may be less than the above dimensions by the diameter 
of such rods. The above dimensions shall be measured from the face of the 
reinforcement to the face of the iforms. 

(f ) Splicing * - Where splices in reinforcement, in addition to 
those indicated on drawings or directed by the contracting officer, are 
necessary, there shall be sufficient lap to transfer the stress by bond. 

Rods shall be lapped not less than /|0 diameters and splices shall be staggered. 
The lapped ends of rods shall be separated sufficiently or connected properly 
to develop tfte full strength of the rods. Adjacent sheets of fabric re- 
inforcement shall be spliced by lapping not less than 6 inches, the lapped ends 
being securely wired together. The expense caused by any laps other than 
those indicated on the drawings or directed to placed by the contracting 
officer, which are provided for the convenience of the contractor, shall be 
borne by the contractor. 

(g) Supports . ,- All reinforcements shall be secured in place, 
true to the lines and grades indicated, by use of metal or concrete supports, 
spacers 6r ties as approved by the contracting officer. Such supports shall 
be of sufficient strength to maintain the reinforcement in place throughout 
the concreting operation, and shall be used in such a manner that they will 
not be exposed on the face of, nor in any way discolor not be noticeable in 
the surface of the finished concrete. The cost of furnishing and placing all 
supports, spacers ties and/or other devices required for reinforcement shall 

be included in the contract unit price for "Steel Erection: Concrete Reinforcing. 

(h) Protection for Future Use , - Exposed reinforcement intended 
for bending with future work shall be protected from corrosion by heavy wrap- 
ing of burlap saturated with bituminous material. 

6-15. EMBEDDED ITEMS. 

(a) Before placing concrete, care shall be taken to determine 
that any embedded metal or wood parts are firmly and securely fastened in 
place as indicated. They shall be thoroughly clean and free from coating, 
rust, paint, scale, oil, or any foreign matter. The embedding of wood in 
concrete shall be avoided whenever possible, metal being used instead. Tf 
wood is allowed, it shall be thoroughly wetted before the concrete is placed. 
Any air or water lines or other materials embedded in the s tructure as con- 
struction expedients shall conform to the above requirements and upon com- 
pletion of their use shall be backfilled with concrete or grout as directed 
by the contracting officer. No payment will be made for such items nor for 
backfill of the items. 

6-16. EXPANSION AND CONTRACTION JOINTS. 

Expansion and contraction joints shall be constructed between 
concrete monoliths and at such other points with such dimensions as shown on 
the drawings or required by the contracting officer. The method and materials 
used shall be subject to the approval of the contracting officer and the 
materials shall conform to current Federal Specification wherever applicable. 
Unless otherwise indicated on the drawings, or required by the contracting 
officer, expansion and contracting joints shall be made by the use of special 
bituminous cement, Type "B" as specified in paragraph 7-33, and light-weight 
roofing weighing, 3° pounds per square. The joint shall be made by troweling 
a coat of bituminous cement on the entire concrete surface to be covered by 
roofing over a width of 18 inches adjacent to top surfaces and vertical sur- 
faces, and such filler shall then be thoroughly covered with a trowel coat 
of bituminous cement. In no case shall corner protection angle or other 

6-13 



fixed metal embedded in the surface of the concrete and bonded, be continuous 
through an expansion joint. 

6-17. SEAL STRIPS. 

(a) l6 gauge corrugated iron seal strips shall be provided 
across all monolith joints near the lock chamber face of both lock walls be- 
tween approximate Station 335A and 11?0B; see typical detail on Sheet No* 

28 of the drawings. These strips shall extend practically vertically from 
the foundation to a point two feet below the top of the walls. In addition, 
all culverts and galleries shall be completely encircled with seal strips 
where they cross monolith joints between the Stations noted above. All seal 
strips shall be continuous, the end of adjoining sheets being lapped and 
welded for water- tightness. The entire surface of seal strips shall be 
covered with bituminous paint approved by the contracting officer prior to 
their embeddment in concrete. The corrugated iron sheets for seal strips 

shall conform to par. 7-09* 

(b) Seal strips shall be paid for at the contract price per 
pound for "Corrugated Sheet ; Iron" , furnished and installed as specified. 
No separate payment will be made for painting. 

(c) If supply conditions at the time of construction permit the 
use of copper seal strips, the contracting officer may direct that they be 
substituted for the corrugated iron strips. In such event the contractor 
shall furnish and install the copper strips and the contract price will be 
adjusted for any difference in cost in .accordance with Article 3 of the con- 
tract. Copper strips, if used, shall conform to par. 7-22. 

6-18. MEASUREMENT AMD PAYMEM 1 . 

(a) Concrete, General . - Measurement of concrete will be made 
on the basis of the actual volume of concrete within the neat lines of the 
structures as indicated on the drawings or otherwise required. Measurement 
of concrete placed against the sides of the excavation without the use of 
intervening forms will be made only within the neat lines of the structure. 
No deductions will be made for rounded or beveled edges or space occupied 
by metal work, electrical conduits, timber, nor for voids which are either 
less than five (5) cubic feet in volume or one (l) square foot in cross 
section. Payment for concrete will be made at the respective contract prices 
per cubic yard for "Concrete; ^lass "A"; "Concrete; Class "B"; respectively, 
which prices shall include the use of all equipment, tools, material, false- 
work, forms and form lining, bracing, bolts, rods, metal ties, dowel, joint 
filler, canvas, mortar, labor, special provisions for hot and cold weather 
placing and curing, and all other items required to complete the concrete 
work except for materials to be furnished by the Government, (see Par. 1-10) 
and embedded items for which separate payment is provided. 

(b) Additional Concrete . - Any other concrete to be placed and 
not specifically covered above will be paid for at the contract unit price 
for the concrete specified above which is most applicable to the additional 
concrete placed as determined by the contracting officer. The decisions 

of the contracting officer regarding the classification of such additional 
concrete will be final. No payment will be made for any additional material 
which may be authorized by the contracting officer at the request of and 
primarily for the benefit of the contractor, which is not found necessary 
as required and directed by the contracting officer under the provisions of 

these requirements. 

6-14 



(c) ' Measurement and Payment for Sttel Reinforcement . - Steel 
reinforcement furnished by the Government will be paid for at the contrect 
unit price per pound for "Steel Erection; Concrete 'Reinforcing." The weights 
for peyment shell be based on the amount actually placed in accordance with 
the dimensions and details on' the bar schedules furnished by the Government 
or pieced as directed by the contracting officer. Unit weights used in 
determining c ".input ec weights will be as follows: 

Size of Bars, Inches Weight, Pounds per Foot 

3/8 round O.376 

1/2 round 0.668 

. 1/2 square 0.850 

5/8 round 1*043 

3/4 round ,..- 1.502 

7/8 round • ',..- '" 2.044 

1 round 2.6?0 

1 square 3*400 

1-1/8 square 4*303 

1-1/4 square 5.313 



6-15 



Specifications: Robinson Pay lock - Long Sault Canal 

SECTION VII 
METALS AND MISCELLANEOUS MATERIALS 
7-01. GENERAL. 

(a) Materials . - All materials shall be of new unused stock, free 
from defects. Substitution of size of sections and materials from that 
shown on the drawings or required in the specifications shall not be made 
except on written approval of the contracting officer and provided that the 
cost to the Government shall not be increased thereby. 

Materials indicated on the drawings or required in the work 
and not covered elsewhere in these specifications by detailed requirements, 
shall conform to the requirements of this section. 

The detailed specifications herein might contain certain 
materials not required in the completed work, in which case the specifica- 
tions therefor will not be applicable to the required work. Any materials 
required which are not covered by detailed specifications herein or else- 
where in the specifications shall conform to the applicable Federal Speci- 
fications, grade and/or class as required or, in case where there are no 
applicable Federal Specifications, to applicable specifications of the 
American Society for testing Materials (A. S.T.I-.". ). In all other cases not 
specifically covered in these specifications the contractor shall furnish 
the highest grade commercial material or product. 

(b) Inspection, Acceptance and Rejection of Materials. - All 
materials shall be subject at all times to inspection by the contracting 
officer who will select such samples in such quantities as he may deem ne- 
cessary and subject the same to such tests as may be necessary to determine 
their qualities as herein specified, and he will accept or reject materials 
in accordance with the results of such tests. Tests may be repeated upon 
arrival of the various shipments at the site of the work as may be neces- 
sary to insure the acceptance of only such materials as will comply with 
the provisions of the plans and specifications. 

(,c) Test Specimens . - Special test sp3 cimens shall be furnished 
by the contractor on request; and shall be of such shape and number as 
designated; and shall in general conform to Federal Specifications or the 
specifications of the American Society for Testing Materials as to shape, 
size, and method of testing. 

(d) Mill test reports . - Mill test reports certified to by 
qualified technicians shall be furnished when required for all material 
entering into this work and will, in general, be the basis of acceptance 
or rejection of the materials. The contracting officer may, however, re- 
quire of the contractor special chemical or physical test on any part of the 
material if in his opinion the conditions justify such a check. 

7-02. FEDERAL SPECIFICATIONS'. - Copies of Federal Specifications 
referred to herein may be procured from the Superintendent of Documents, 
Government Printing Office, Washington, D. C, at a price of five or ten 
cents each. When the term: "Federal Specifications" or "A.S.T.M. Speci- 
fications" is cited, the reference shall be construed to mean the specifi- 
cations as modified by any amendments promulgated before the date of open- 
ing bids for the contract. The number and designation of the Federal Speci- 

7-1 



fications or A.S.T.M. Specifications for various materials to be furnished 
under this contract are as hereinafter enumerated. 

7-03 . CAST IRON SAFETY TREAD. - Cast iron safety tread shall conform 
in all respects to Federal Specification RR-T-661, for "Treads; Safety, 
Metallic", Type "E" and Class "6". Safety tread shall have a minimum thick- 
ness of 5/l6 inch, and shall be of the lengths and widths shown on the 
drawings. Safety tread shall have a diamond pattern and shall have a nosing 
of not less than 1/4 inch. Treads shall be set flush with the surface and 
shall be firmly anchored. 

7-04. STRUCTURAL STEEL. - Unless otherwise specified, all steel for 
general purposes shall conform to Federal Specification Q,Q,-S-7Ha for- 
"Steel, Structural; (for) Bridges", Class "A", except that the chemical 
properties shall be so controlled as to permit it to be easily welded by 
the arc -welding process. 

7-05. CHROMIUM STEEL. - Chromium Steel shall conform to Federal 
Specification Q,Q-S-751(a) for "Steel, Structural (Including Steel for Cold- 
Flanging) and Steel, Rivet; (for Ships other than Naval Vessels)", with 
the following exceptions: 

• 

Chemical Properties Percent 

Carbon .10 maximum 

Manganese .10 to .30 

Phosphorous .10 to .20 

Sulphur .0^) maximum 

Silicon .50 to 1.00 

Copper .30 to .^O 

Chromium .50 to I.50 

Physical Properties Lbs, per Sq . In. 

Tensile Strength 70,000 Minimum 

When annealing is required, each of the above tensile properties may be 
reduced 5»000 lbs. per sq. in. 

Spot or Surface Conditioning will be permitted where it does 
not affect the strength or usefulness of the piece. For plate, sheet, 
strip, and bar shapes the maximum depth of grinding shall not exceed 7 per- 
cent of the thickness. For wide flange shapes and structural shapes weigh- 
ing more than $0 pounds per foot, such conditioning shall conform to 
Federal Specification QQ-S-7H. Amendment 1. 

7-06. NICKEL STEEL. - Nickel Steel for structural purposes shall 
conform to A.S.T.M. Specification A8-39 for "Structural Nickel Steel". 

7-07. CONCRETE REINFORCING STEEL. - 

(a) Reinforcing steel to be furnished by the government will 
conform to Federal Specification QQ-B-71a, for "Bars; Reinforcement," (for) 
Concrete, "Type "B" (Deformed). Straight bars will be Grade 2 (Intermediate 
Eillet Steel), Grade 3 (Intermediate Car Axle Steel) Grade 4 (Hard Billet 
Steel) or Grade 5 (Hard Rail Steel). All bent bars will be of Grade 2 



7-2 



(Intermediate if il let Steel) or Grade 3 (Intermediate Car Axle Steel). 
The steel will be properly identified as to grade. 

(b) Fabric reinforcement for concrete will be woven or elec- 
trically welded wire fabric of the type, weight and size shown on the 
drawings. The wire for fabric and for concrete pile reinforcing will 
confom to A.S.T.r, . specification A82-34 for "Cold-Drawn Steel Afire for 
Concrete Reinforcement". 

7-08. . SHEET .METAL. - Sheet metal shall conform to Federal Specifi- 
cation ^0,-1-696 for "Iron and Steel; Sheet, Black and Zinc Coated (Gal- 
vanized)" of the type and classas specified or required. When so speci- 
fied, sheet shall also conform to definite chemical requirements. 

7-09. CORRUGATED IRON. 

(a) Sheets shall conform to Federal Specifications 0,0,-1-696, 
type 1 except zinc-coatin c eliminated. 

(b) Pipe shall conform to Federal Specifications Q,Q,-C-6o6, type 1, 
except zinc-coating eliminated. The interior surface shall be cleaned, 
primed, and lined with coal-tar enamel, and the exterior shall be cleaned, 
primed, end coated with coal-tar enamel, Type A, with a bonded asbestos 
felt wrapper. All such materials and application shall be in accordance 
with the requirements of the American Water Works Association Specifica- 
tions 7A.6. 

7-10. CORROSION-RESISTING STEEL. 

(a) Rods, Ears, and Forgings. Rods, bars, and forgings shall 
conform to Federal Specification 0,0,-3-763 for "Steel, Corrosion-Resisting; 
Ears and Forgings," unless otherwise specified, indicated or required, and 
all parts shall be subjected to thermal treatment to produce the maximum 
practicable resistance to corrosion. Thermal treatment shall avoid the 
sensitive temperature range between 900 degrees and 1,100 degrees Fahren- 
heit. All items to be subject to welding shall be delivered in the hot- 
rolled, pickled and annealed state. 

(b). Plates, Sheets and Structural Shapes . - Plates, sheets, 
and structural shapes shall conform to U.'S. Navy Department Specification 
47-S-2Ca for "Steel, Corrosion-Resisting; Plates, Sheets, Strips, and 
Structural Shapes", Grade 3» unless otherwise specified, indicated, or 
required. All items to be subject to welding shall be delivered in the 
hot-rolled, pickled and annealed state. 

7-11. STEEL FOR SPRINGS. - Steel for springs shall conform to A.S.T.M. 
Specification A 68-39 for "Carbon Steel Ears for Springs with Special 
Silicon Requirements". 

7-12. COLD-ROLLED STEEL. - Cold-rolled steel shall conform to A.S.T.M. 
Specification A I-8-36 for "Commercial Cold-Finished Ear Steels and Cold- 
Finished Shafting", "Open Hearth" grade, except that ultimate tensile strength 
shall be not less than 65,000 pounds per square inch. Rods, pins, keys and , 
similar parts shall be of this material unless otherwise specified. Keys, / 
unless otherwise specified, may be of A.A.E. Steel No. 1120. 



7-3 



7-lj* MACHINE STEKL. - J.'.achine Steel shall conform to A.S.T.M Speci- 
fication A 107-40 for "Commercial Quality Hot-Rolled Bar Steels", "Open 
Hearth, grade 0.13 to 0.20 carbon; or 0.20 to 0.23 carbon". 

7-14 . BOLT STEEL. - Eolt steel shall conform to Federal Specifica- 
tion FF-B-571a and Amendment No. 1, dated April 1933 for "Bolts; Nuts; 
Studs; and tap Rivets (and Material for Same)", Class "B" steel, unless 
otherwise specified or required. 

7-13. STEEL FLOOR GRATING AND FASTENERS. - Steel floor grating and 
fasteners shall conform in all respects to Federal Specification RR-G-66la 
for "Gratings, Steel, Floor (Except for Naval Vessels)," and shall be made 
of the material and class as specified or required. 

7-l6. STEEL RAIL TRACK AND FITTINGS shall conform to the .requirements 
of the current standard specifications of the American Railway Engineering 
Association. Rails shall be of the weight per yard as specified or re- 
quired, and as shown on the drawings. 

7-17. STRETCHER-LEVELED STEEL. - Stretcher-leveled steel sheets shall 
be of commercial low carbon structural steel conforming to the requirements 
of paragraph 7-04 and shall be cold-rolled and stretcher-leveled to a regular 
flat surface and full pickled to a smooth finish, or otherwise prepared in 
approved manner to produce similar results. The sheets shall be of the 
thickness or gage specified. 

7-18. STEEL F0RGINGS. 

(a) Forged steel, unless otherwise specified, shall conform to 
A.S.T.M. Specification A I8-30 for "Carbon Steel and Alloy Steel Forgings", 
Class "C", except that shafts of this material not otherwise specified 
shall be of S.A.E. No. 1043 not rolled, open-hearth steel forging bars. 

(b) Forged Nickel Steel shall conform to the above A.S.T.M. 
Specification for Class "I", S.A.E. Steel No. 2340, with heat treatment VII, 
may be furnished for this class of forging. When authorized shafting may 
be hot rolled. 

7-19. STEEL CASTINGS. 

(a) Cast steel shall conform to Federal specification Q,Q,-S-68l ■ 
for "Steel; Castings", Grades 1, 2, or 3 as required. 

l^b) Cast Nickel Steel shall conform to h.S.T.M. Specification 
A8-39 for "Structural Nickel Steel- in chemical composition and shall have 
a tensile strength not less than 83,000 pounds per square inch. Each 
casting shall be annealed. 

7-20. IRON CASTINGS. 

(a) Cast Iron. - cast iron, unless otherwise specified, shall 
conform to Federal Specification Q,Q-I-632 for "Iron, Gray; Castings", 

of class as required. 

(b) Cast Malleable Iron . oast Malleable Iron shall conform to 
Federal Specification Q<^,-I-666 and Amendment 1, dated Novermber 1934, for 
"Iron, Malleable; Castings", Black (Ungalvanized Type "A", and Zinc Coated 



7-4 



(Gain . id ) Type "!- " . 

-21. BRONZE . 

(a} + i.osphur Bro nze. - Phosphor ^ronze, unless otherwise spoci- 
fied, shall conform to Federal Specification Q,Q,-B-746 and Amendment 1 dated 
Ntovamber I936. f° r "Bronze, Pnosphor; Bars, Pxates, Rods, Shapes, Sheets, 
ana Strips", Grade "A" of type and temper as specified or required. Metal 
for springs shall conform to Federal Specification Q&-W-401 for "Wire; 
Phosphor-bronze , Spring" . 

(b) bronze Castings . Bronze castings shall conform to Federal 
Specification QQ-B-691a for "Bronze; Castings". Type I "Composition 2", 
unless otherwise specified or required. 

7-22. COPPER. 

(a) Plate and Sheets . Copper plate and sheets shall conform to 
Federal Specification Q,Q,-C-301 and Amendment 1 dated November 193& » ? or 
"Copper; Ears, Plates, Rods, Shapes, Sheets, and Strips". 

(b) Piping. - Copper piping shall conform in all respects to 
Federal Specification '.V7/-T-799 and Errata-2, dated April 1934» for "Tubing; 
Ccpper, Seamless (For Use with Soldered or Flared-Fittings )" , Type "K" or 
"L" as specified .or required. Fittings for copper piping shall be die cast 
brass or copper fittings with capillary channel and feed holes for solder 
for sweating in place and shall bear the name of the manufacturer stamped 
thereon. 

7-23 . BRASS . 

(a) Sheets and Rolled or Drawn Shapes . - Sheets and rolled or 
drawn shapes shall conform to Federal Specification Q,Q,-B-6lla for "Brass, 
Commercial; Ears, Plates, Rods, Shapes, Sheets and Strips", Composition "C" 
of type and temper as specified or required. Metal for screws and bolts 
shall be composition "D",*half hard. 

.(b) Castings. - Castings shall conform to Federal Specification 
i^Q,- B -6 21 and Errata 1 dated February 1934. for "Brass, Commercial and 
Naval; Castings", Composition "E" (Commercial brass castings). 

(c) Pipe . - Pipe shall conform to Federal Specification WW-P-351 
and Errata 1 dated October 19j0, for "Pipe;- Brass, Seamless, Iron-Pipe Size, 
Standard and Extra -Strong" , Grade "A". 

(d) Pipe Fittings. - Pipe fittings shall conform to Federal 
Specification WW-P-448 for "Pipe-fittings; Brass or Bronze (Threaded), 
123-pound", or to Federal Specification WW-P-461 for "Pipe-Fittings; Eronze 
(Threaded), 230-pound", as specified or required. 

7-24. SOLDER. 

fa) Solder shall conform to Federal Specification QQ-S-371 for 
"Solder; Tin-Lead", Grade "A" or "C" as specified or otherwise required. 

(b) Solder for Brazing shall conform to Federal Specification 
Q,Q,-S-331 f° r "Solder; Brazing", of composition as specified or otherwise 
directed. 

(c) Silver Solder shall conform to Federal Specification Q,Q-S-56lb 



7-3 



and Amendment 1 dated June 193&\ for "Solder; Silver", Grade as required. 

7-25. BABBITT METAL. - Babbitt metal shall conform to Federal Speci- 
fication QQ-M-l6l for "Metal, Antifriction; Castings and Ingots", Grade 3. 
unless otherwise specified or required. 

7-26. ZINC. - Zinc shall conform to Federal Specification Q.Q-Z-351 
for "Zinc; Slab (Spolter)", Grade "D". 

7-27. LEAD. - Lead shall conform to Federal Specification Q&-L-171 
for "Lead; Pig", Grade "A". 

7-28. RUBBER FILLER FOR CONCRETE EXPANSION JOINTS. 

(a) Gold Poured compound shall consist of a mixture of an aqeous 
dispersion of rubber, having a solid content of not leas than SO nor more 
than 70 percent, mixed with an inert material having a high surface area 
and which will not disintegrate through weathering. It shall be readily- 
poured into the prescribed joints, shall set sufficiently within one hour 
to prevent infiltration of moisture or other foreign substances, and shall 
properly solidify or set within 2/i hours after mixing to completely seal 

the joint and adhere to its concrete or steel surfaces. .When kept at 70 de- 
grees F. the joint shall be capable of bein& compressed at a rate of 1/10 
inch per minute to SO percent of its unstressed thickness and then elongated 
to a thickness .SO percent greater than its unstressed thickness for j cycles 
without showing any break or crack in the bond between the joint material 
and the concrete or in the joint material itself. Bond at 70 degrees F. 
shall not be affected by subjecting the joint to a temperature of ISO degrees 
F. for 96 continuous hours and then cooling to 70 degrees F., nor by freez- 
ing the water-saturated joint for 21i hours at a temperature of 70 degrees F. 
The material shall be similar and equal to "Joint Lok" as manufactured by 
Rubber Associates, Inc., New York City. 

(b) Hot Poured compound shall be a thermoplastic rubbery, re- 
silent, adhesive material, suitable for being readily poured into the joint 
at a temperature of 400-450 decrees F. , and of a quick-setting type. 

The material shall remain homogeneous after prolonged heating at tempera- 
tures not lower than 450 decrees F. , with no material change in character 
or viscosity. When poured, it shall solidify within 1 hour, shall adhere 
tightly to concrete, steel and bituminous surfaces, shall remain adhesive 
and resilient after prolonged exposure to freezing temperatures and to 
weathering, and shall be unaffected by dilute or concentrated solutions of 
calcium chloride. It shall have a softening point (Ring and Ball A.A.S.H.0. 
T-53) of not less than 80 decrees C. nor more than 9_S degrees G. The 
material shall be similar and equal to "Thermoplastic" as obtainable from 
Dispersion Provesses, Inc., Naugatuck, Connecticut, or Rubber Associates, 
Inc., New York City, or "Seals" as manufactured by Solvents and Plastics 
Co., Louisville, Ky. 

7-29- LIME. - Lime shall conform in all respects to Federal Specifi- 
cation 3S-L-jSl, for "Lime; Hydrated (for) Structural Purposes", Type "M" 
or "F" as specified or required. 



7-6 



7-3° • PUTTY. - Putty for glazin^ shall conform in all respects to 
Federal Specification TT-I-7 f ;ia, "Putty; Pure-Li Oil, (for) Wood Sash- 
Glazing", or TT-P-761 "Putty and Elastic Compound; for Metal Sash-Glazing". 

7-31, PLASTIC CORK. 

(a) General . - Plastic dork filler or insulation shall consist 
of granulated cork, asbestos fiber, and bituminous binder, thoroughly 
mixed, and thinned with high volatile naphtha to a suitable consistency 
for application to concrete, metal, wood and expanded metal lath, and shall 
have an adhesive value not less than its internal strength of cohesion when 
thoroughly set and dry. 

(,b) As taken from the container, the material shall be homogen- 
eous and show no separation of ingredients that cannot be readily over- 
come by stirring. The cork content shall be not less than 67 percent by 
volume and the whole snail pass a No. 6 mesh sieve. The volatile material 
shall not exceed 55 percent by weight. Not more than 30 percent by weight 
shall be insoluble in carbon bisulphide, and such insolubles shall be wholly 
cork and astestos fiber. After evaporation of the solvent, the soluble 
matter shall have a softening point at not lower than 165 degrees F. , and 
shall show a penetration of from 8 to 20 at 77 degrees F. when tested in 
accordance with A.S.T.M. Specification D-5-25 for "Penetration of Eituminous 
Materials". 

7-32. PREFORMED JOINT FILLER. Preformed joint filler shall be cork 
conforming to Federal Specification HH-F-341 for "Filler, Expansion- Joint, 
Preformed; Non-Extruding and Resilient -Types (For Concrete)". Type II 
self-expanding cork, 1 inch thick. 

7-33. SPECIAL BITUMINOUS CEMENT. 

(a ) Type "A" . - Type "A" shall be an internal set-up cement of 
ssphaltic base, composed of a liquid asphaltic fluxing agent with an admix- 
ture of powdered asphalt, asbestos fiber and other suitable inorganic 
fillers. When mixed in the proper proportions, the cement shall be suitable 
for proper trowel application, and shall harden to a consistency as speci- 
fied in subparagraph (3) below: 

(1) The material shall be supplied in containers of proper 
relative size to apportion catches with the desired troweling consistency. 
The liquid asphaltic fluxing a c ent shall be a smooth uniform mixture, not 
thickened oi 4 livered, and showing no separation which cannot be easily 
over come by stirring. The powdered cement shall be a uniform mix contain- 
ing no matted lumps of fibre. 

(2) When mixed in the proportions recommended by the manu- 
facturer, the cement shall yield no less th;n 80 percent of non-volatile 
matter when 10 grams are heated in an oven at 105 to HO degrees Centigrade 
for 24 hours. 

(3; When tested in accordance with A.S/.T.M. Specification 
D-5-24 for "Penetration of Bituminous Materials". The above mixture shall 
have the following characteristics: 

Immediately after mixing, using a 5/8 inch diameter steel ball, 114 
grams, 5 seconds, the mixture shall permit a penetration greater than 300. 
The same specimen, after a lapse of 24 hours at 25 degrees G. under water, 



7-7 



shall permit a needle penetration, 100 grams, 5 seconds, of not more than 
100. The same specimen after a lapse of 'JO days at 2j degrees C. under 
water shall permit a needle penetration, 100 grams, 5 seconds, of not 
more than 50. 

(b) Type "B" . - Type "B" bituminous cement shall be an internal 
set-up cement as specified for Type "A" except that, when mixed in the pro- 
per proportions, it shall yield not less than 85 percent of non-volatile 
matter when 10 grams are heated in an oven at 105 to 110 degrees u. for 24 
hours. 

(c) Type "C" . - Type "C H cement shall be an internal set-up 
cement as specified for Type "A", except that ie shall have a melting point 
of between 120 and 1j0 degrees F., and shall have a needle penetration at 
77 degrees F., of not less than 80. 

7-34. STEEL PIPE AND FITTINGS. 

(a) Welded or Seamless Steel Pipe, Black or Galvanized , class 
and coating specified or required, shall be of standard commercial grade 
and sizes in conformity with Federal Specification WW-P-403a for "Pipe; 
Steel and Ferrous Alloy, wrought, iron-Pipe Size", except that test will 
not be required, upen ends shall be reamed. The pipe shall be straight, 
clean, and free from scale, rust, oil or other foreign matter. When 
listed on bills of materia] . , random lengths may be furnished. 

(b) Fittings. - Screwed fittings shall be of standard weight, 
malleable iron, conforming to Federal Specif ication WW-P-521a for "Pipe Fit- 
tings; Malleable-Iron (Threaded), 150 pounds", galvanized , plain screw 
type. All fittings shall be of the same weight or grade as the pipe with 
which they are used. 

7-35. WROUGHT IRON PIPE AND FITTINGS. - Wrought iron pipe- and fittings 
shall conform to Federal Specification WW-P-441a for "Pipe; wrought -Iron, 
rtelded, Black and Zinc-Coated", of the class and sizes as indicated or re- 
quired. Open ends shall be reamed. The requirements in the specifications 
for fittings for steel pipe shall apply also to fittings for wrought iron 
pipe. 

7-36. CAST IRON PIPE AND FITTINGS. 

(a) Cast iron soil pipe shall conform to Federal Specification 
WW-P-401 for "Pipe and Pipe-Fittings; Soil, Cast Iron". When threaded 
pipe is required in lieu of bell and spigot, pipe shall conform to Federal 
Specification WW-P-35& for "Pipe, Cast-iron; Drainage, Vent, and Waste 
(Threaded)". Flanged pipe shall conform to American Standards, class as 
indicated or required. 

(b) Threaded Fittings shall conform to Federal Specification 
WW-P-501a for "Pipe-Fittings; Cast Iron (Threaded)" of type and class as 
shown or required. 

(c) Flanged Fittings shall conform to American Standards, class 
as indicated or required. 

7-37. EMBEDDED HANGER SUPPORTS. 

(a) Embedded Inserts for pipa supports shall be threaded rods 
similar and equal to the adjustable loop type manufactured by the Grinnel 



7-8 



Company, of the sizes required. 

(t) Expansion Shields and Sleeves for Pipe Supports shall be 
for threaded rods of the sizes shown on the drawings, and of the type 
approved by the contracting officer. 

7-38. STANDARD BOLTS, SCREWS, AND PINS. 

(a). Bolts, Nuts and Studs shall conform to Federal Specifica- 
tion FF-B-3?la and Amendment 1, dated April 1933. for "Bolts; Nuts; Studs; 
end Tap-Rivets (and material for same)?. Unless otherwise specified or re- 
quired, bolts shell be of Type "E-2" and nuts of Class "C" steel, Type "A-2", 
with Class 3 medium fit. Zinc or cadmium coated bolts shall be furnished 
where specified, indicated 01 required. 

(b) toe nine and Set Screws shall conform to Federal Specifica- 
tion FF-S-91 for "Screws, tochine; (including Screws, Set)" Class j medium 
fit, unless otherwise specified, tochine screws shall be of the type and 
material required. Set screws less than 3/8 inch in diameter shall be 
Type "D", and those j/8 inch in diameter and over shall be of Type "G" 
unless otherwise specified or required. Four wrenches shall be furnished 
for each size of bolts and machine screws. 

(c) Split Cotter Pins shall conform to Federal Specification 
FF-P-j68 for "Pins; Cotter, Split" of the type as required. 

7-3°. LOCK WASHERS. - Lock washers shall be of the "Kantlink" type 
and shall conform to the S.A.E. standard dimensions and requirements, for 
lock washers of regular section. Material shall be either S.A.E. X1033 

or S.A.E. IO60. 

7-40. STEEL WIRE ROPE. - Steel wire rope shall conform to Federal 
Specifications RR-R-371 and Amendment 3, dated August 1939, for "Rope; 
Wire" of sizes and types as specified or otherwise required. 

7-41. CHAINS AND ATTACHMENTS. - Chains and attachments shall conform 
to Federal Specification RR-C-271 and Amendment 2 dated November 1934. f" or 
"Chain and Attachments; Standard, Miscellaneous". Chains shall be Type "A" 
Grade "II", and as otherwise specified. 

7-42. FLOOR PLATING. - Floor Plating indicated on the drawings shall 
be of carbon steel of the thickness specified or required, with a raised 
pattern on one side which will provide a non-skid surface in any direction. 
The reverse side of the plates shall be smooth. The specified thickness 
of the plate shall be exclusive of the raised pattern, which shall project 
not less than 5/^4 inch and shall have a top free from sharp corners. 
They shall be closely spaced so that the foot will always be in contact with 
several of the raised portions. 

7-43- TILES FOR GAGES. - Tile for Gages shall- be 3 inch by 11-7/8 
inch by 3*3/34 inc ^ vitrified fire clay, cerami -■ glazed load bearing tile. 
Variation in face dimensions shall be not greater than l/l6 inch in length 
and 1/32 inch in width. Tile units shall be glossy white 'glazed on the 
face with corrugated sides and back. They shall produce a clear ringing 
sound when tapped with a metal hammer, and shall be free from chipping, 
spalls, blisters, and hair cracks. Numbers and graduations in glossy black 



7-9 



as required shall be accurately and permanently fused into the glazed face 
of the respective units. 

7-44. EACK '.ATER TRAP DRAINS. - Back '.Vater trap drains shall be of 
the flapper valve type, of the sizes specified or required. The drains 
shall have a heavy cast iron body and be supplied with a heavy cast iron 
strainer. The back water valves shall be of brass. The flapper shall seat 
in an inclined position and the valve shall be so placed that its opening 
will be always submerged. 

7-45. SPRINGS shall conform to A.S.T.M. Specification A-61-39 for 
"Helical Steel Springs for Railways" 

f-46. RUBBER. 

(a) Moulded Rubber Seals shall be of the sizes and shapes in- 
dicated. They shall be reinforced with not less than 4 Plys of 18 ounce 
per square yard cotton duck embedded in and following the contour of the 
finished seal near the center of its thickness. The rubber compound shall 
have the following physical properties: 

Tensile Strength 3»000 pounds per sq. in. 

Elongation 500 percent 

Duroroeter Hardness 60 to 67.5 for exposed surfaces 

(b) Rubberized Fabric Seal shall be of the dimensions Specified 
or required, and shall conform to Federal Specification HH-P-15& for "Belt- 
ing; Conveyor (Rubber)", Type "A". 

(c) ( Rubber cushions shall be of the dimensions specified or 
required and shall conform to Federal Specification HH-P-15& for "Packing 
and Gaskets; Rubber, Moulded, Sheet, and Strip", Grade "A". 

7-47- GASKETS. 

(a) Facing for oil lines shall conform to Federal Specification 
HH-P-46 for "Packing; Asbestos, Sheet, Compressed". 

(b) Copper Asbestos Gaskets shall conform to Federal Specifica- 
tion HH-G-101 for "Gaskets; Metallic-Encased", Type "A", double jacketed, 
1/8 inch thick. 

(c) Low Pressure Gaskets I/32 to 1/8 inch thick, for air, oil 
or v/ater lines of less than 125 pounds per square inch pressure, shall be 
similar and equal to Type "CC" sheet packing as manufactured by the Crane 
Company. 

7-48. FELT. - Felt shall conform to the requirements of the S.A.£. 
Standard Felt Specifications; for the oil retainer washers, S.A.E. No. F6 
"Extra Firm Pad" 100 percent wool fiber; and for the oil gaskets, S.A.E. 
No. F15 "Firm Pad" 60 percent wool and 4° percent cotton fiber. 

7-49- PRESSURE LUBRICATION FITTINGS. - pressure lubrication fittings 
shall be of uniform and standard pattern similar and equal to "Alemite" 
pin type unless otherwise specified, authorized or required. 

7-j0- PRESSURE LUBRICANTS. - Grease for pressure lubrication shall 
conform t^ federal Specification vv-Ci-68l for -Qrease; i^bricatiug, Mineral", 

f~10 



"Medium" grade. 

7-5l« TILE GAGF3. 

(a) Two tile rages accurately graduated in feet and tenths shall 
be constructed in recesses provided therefor in the masonry walls. Supple- 
mental drawings showing required markings and details of placement will 
be provided later. The tiles shall be soaked in clean water for not less 
than 24 hours immediately before placing. They shall be imbedded in white 
cement mortar, with sand content as directed by the contracting officer, 
completely filling the recess and all joints and air cells in the tiles. 
Horizontal joints shall be 1/8 inch and vertical joints l/l6 inch in width. 
All joints shall be neatly pointed with neat white cement mortar, upon 
completion the entire suiface of the gage shall be thoroughly cleaned with 
a weak solution of muriatic acid. 

v b; Payment will be made at the contract price per linear foot 
for "Tile Gage", which price will include the gages constructed, secured in 
place, neatly finished and cleaned. 

7-52. PIPE HANDRAILING. 

(a) All handrailing shall be of standard steel pipe conforming 
to paragraph 7-34 » dimensioned and supported as indicated on the drawings. 
Fittings shall oe of malleable iron, ball pattern and shall have pinned 
•slip joints. 

(t) Payment will be made at the contract price per linear foot 
for "Handrailing; Steel Pipe", measured along the top rail between centers 
of posts at ends of each section. The contract price will include the 
attaching flanges, fittings, and pins and anchor bolts. 

7-53 • MEASUREMENT AND PAYMENT. 

(a) All metal work for which payment is not otherwise specifi- 
cally provided will be paid for by the pound as determined by either scale 
weight or computed weight per fabricated piece for the various metals class- 
ified on the drawings. All computed weights for payment will be based on 
the dimensions indicated on the drawings. The contract prices will cover 
all necessary material and work for placing, fabricating and painting the 
metals and for providing any other protective coatings where specified. 
Payment for all bolts, nuts, pins, washers, expansion bolts, drift bolts and 
spikes three-eights inch in diameter and over will be made at the contract 
price per pound for "Forgings; Steel", unless otherwise specifically pro- 
vided. Babbitt, lead, zinc and other non-ferrous metais for which payment 
is not otherwise provided will be paid for as "Miscellaneous Non-Ferrous 
Metals". 

(b) The weights of structural steel members and of castings shall 
be calculated according to the American Institute of Steel Construction 
Code of Standard Practice, as revised in January 1934, under the title; 
"Section j, Invoicing". Sub-title: "(a) Weights", and printed «n pa^e 23"? 
of the A.I.S.C. Manual "Steel Construction", edition of January lyj4, ex- 
cept, that the allowance for over-run of castings shall be five percent 
l3'<£)> ana except that no weight allowance will be made for painting but the 
cost or painting shall be included in the contract unit price unless other- 
wise specified. 

(c) The weights of all other parts shall be calculated from the 



7-11 



net dimensions shown on the approved shop drawings, but without, deduction^ 
for key-seats, bolt-holes, cotter-pin holes, oil grooves or- similar minor- 
cuts; such parts are those made of mcke± steel, chrome-nickel steel, cold 
rolled steel, bronze, or other metals, including f orgings , shafts, bushings 
wheels, pins, axles, and miscellaneous machined parts. !:o weight allow- 
ance for painting of the parts described in this subparagraph will be made 
and the cost of painting such parts shall be included in the contract unit 
prices. 

(d) Unit weights for metal work classified and paid for by- 
weight as specified in this paragraph shall be as follows: 

Nickel Steel 

Chrome nickel steel 

Iron Castings 

Bronze, brass and copper 

Babbitt metal 

Lead 

All other metals 

(e) All other materials for which 
provided elsewhere will be paid for on the basis of the respective unit 
measure^, as listed in the schedules at the contract unit prices. 

(f ) The contractor shall submit to the contracting officer cal- 
culated bills or materials in quadruplicate, showing ia detail the material 
actually incorporated in the finished apparatus. These bills of material 
shall be prepared from the final shop drawings, an-, shall be figured accord- 
ing to the procedure described above. 

(g) Par t ia 1 Payme nt . Unless otherwise specified, estimates will 
be given for 60 percent of the contract prices for" all metal work delivered 
and accepted at the site of the work, for which payment is on a pound price 
basis, provided such material be stored and protected from deterioration 

in a manner satisfactory to the contracting officer. The remaining 40 per- 
cent will be estimated when the material is incorporated in the ./ork and 
accepted. If any material so stored and partly paid for, be not kept pro- 
tected in a manner satisfactory to the contracting officer, no further 
partial payments on metal work as provided for in this paragraph will be 
made and the material will be kept protected by the contracting officer at 
the expense of the contractor. 



.285 lbs. 


per cu. in. 


.285 lbs. 


ti 11 n 


.260 lbs. 


11 it 11 


.jll » 


11 11 11. 


.270 " 


nun 


.40° " 


11 11 11 


.263 " 


B II II 


ich payme 


at is not s'pecifical 



7-12 



Specifications: Robinson Bay Lock - Long Sault Canal 

SECTION VIII - METALWORK FABRICATION, ASSEMBLY, TESTS, TRIALS, MISCELLA- 
NEOUS PROVISIONS, AND MEASUREMENT 

8-01. GENERAL WORKMANSHIP. - Before laying out or working in any way 
material shall be thoroughly straightened by methods that will not result in 
injury. Finished members shall be free from kinks, bends, or winds. Shear- 
ing shall be neatly and accurately done, and all portions of the work neatly 
finished. Re-entrant cuts shall be made in the best possible manneri where 
they cannot be made by shearing, a rectangular punch may be used. Corners 
shall be square and true. Where approved by the contracting officer, flame 
cutting may be used instead of shearing or sawing. All places where flame 
cutting is proposed shall be definitely shown on all shop drawings submitted 
for approval of the contracting officer. All bends, except for minor details, 
shall be made to cast iron dies. Where heating is required, precautions shall 
be taken to avoid overheating the metal and it shall be allowed to cool slow- 
ly. Babbitting shall be done in accordance with the best modern standard 
practice. All bolts, nuts, screws shall be tight. All steel floor plate 
and steel floor grating shall be installed flush with adjacent curb surfaces. 

8-02. RIVETING. 

(a) Rivet holes , unless otherwise specified or authorized, shall be 
sub-punched or drilled at least 1/8 inch smaller than the nominal size of the 
rivet. Holes shall be reamed to a diameter not more than 1/16 inch greater 
than the nominal diameter of the rivet. Holes for field rivets shall be rea- 
med after the work has been erected and bolted together in the field, but may 
be reamed in the shop if the entire work is assembled. All reamed holes shall 
be perfectly smooth, showing that the reamers have touched the entire circum- 
ference. The outside burrs on reamed holes shall be removed to the extent of 
making a 1/16 inch fillet. Where reaming is not required, the diameter of the 
punch shall be not more than 1/16 inch greater than the diameter of the rivet; 
nor shall the diameter of the die be more than 1/8 inch greater than the dia- 
meter of the punch. Poor matching of holes will be cause for rejection. 
Punching shall be accurately done. Drifting to enlarge unfair holes will not 
be allowed. For slight mismatching, reaming to a larger diameter for the next 
standard size of rivet may be allowed. Countersinking shall be neatly done. 

(b) Rivets . - The size of rivets specified or required indicates 
the actual size of the cold rivets before heating. Rivets shall not be hot 
driven with pressure tools wherever possible. Hand driving may be resorted to 
only in such places as are inaccessible to pneumatic tools. Rivets shall be 
free from slag and adhesive materials, and have heads of approved shape, full 
size, and concentric with shank. When driven, rivets shall completely fill 
the holes and be neat and finished. Recupping or calking shall not be done. 
Loose, burned, or otherwise defective rivets shall be cut out and replaced. 

In cutting out rivets, care shall be exercised to avoid injury to the adjacent 
metal. If necessary, they shall be drilled out. Unless otherwise specified 
or authorized, all countersunk rivets shall be chipped or ground flush. 
Rivets shall be uniformly heated to a light cherry red heat in a gas, oil, or 
electric furnace so constructed that it can be adjusted to the proper temper- 
ature, except that coal or coke of approved quality may be used for heating 
field rivets. 

» 

8-03. SPECIAL BOLTS. - Special bolts shall conform to Federal Specifica- k 
tion FF-B-571a, for "Bolts; Nuts; Studs; and Tap Rivets (and material for same)" 

8-1 



with dimensions and fits as specified below for the respective applica- 
tions. Bolt diameters specified are those for standard nuts; where spe- 
cial wrenches are required at least 2 of each size shall be furnished. 

(1) Bolts for Machinery Connections. Bolts and nuts for 
electrical machinery shall have class 2 free fit. Where operating machin- 
ery connections are made with spot faced and reamed holes, turned bolts 
shall be supplied, finished all over, with type «B-3* heads and type "A-3" 
nuts with class 3 medium lit. The body diameter shall be 1/16 inch larger 
than the threaded portion* and the unthreaded portion shall be 1/16 inch 
to 1/8 inch shorter than the thickness of the connected members. The 
bolts shall be fitted into holes reamed to provide 0.010 inch clearance. 

(2) Turned Bolts for Structural Connections shall be finish- 
ed all over, with type ■B-3 i heads and type •A-3" nuts. The body diameter 
shall be 1/16 inch larger than the nominal size for a rivet connection and 
at least 1/16 inch larger than the diameter of the threaded portion. The 
unthreaded portion shall be 1/16 inch to 1/8 inch longer than the thickness 
of the connected members. Bolt holes shall be reamed normal to the member 
during assembly to provide a drive fit for the bolts. 

8-04* WASHERS. - Washers of not less than 1/8 inch thickness shall be 
used under all nuts except where holes are spot faced and unless otherwise 
specified, or required. Cut washers shall be of structural steel and Ogee 
washers of cast iron. 

8-05. WELDING. 

(a) General 

(1) Unless otherwise authorized, all welding shall be by the 
shielded electric arc welding process and shall conform to the provisions of 
the current specifications of the jmerican Welding Society applicable to the 
work to be done, as determined by the contracting officer, and as further 
specified below. Welding operators shall be qualified, at the expense of 

the contractor, as required by the specifications of either the American Weld- 
ing Society, the U. 3. Navy Department Bureau of Construction and Repair, or 
the u. S. Bureau of Navigation and Steamboat Inspection, and the contractor 
shall certify by name to the contracting officer the welding operators so 
qualified, and the code under which qualified. In no case shall weldipg be 
done when the temperature of the metal is below 10 degrees Ft or when incle- 
ment weather or physical conditions are such as may, in the opinion of the 
contracting officer, be unsuitable and impair the efficiency of the welder 
in making acceptable welds, unless approved steps are taken to correct such 
conditions. 

(2) Inspection. The inspectors shall have the right to cut 
coupons from any location in any joint for testing. Should any 2 coupons 
cut from the work of any welder show strengths under test less than that of 
the base metal, it will be considered evidence of negligence or imcompetence 
and such welder shall be permanently removed from the work. 

(b) Filler Metal . - 

(1) Unless otherwise specified or authorized all deposited 
weld metal shall have elastic limits and ultimate tensile strengths not less 
than those of the respective base metals; elongation within 5 P er cent of 
that of the base metal; and chemical composition similar to that of the base 
metal. These properties shall be determined by testing in accordance with 
the applicable provisions of the current specifications of the American 
Welding Society. 

8-2 



(2) Vtelding Electrodes and rods shall be of type and grade 
as approved by the contracting officer and of such chemical composition and 
physical properties as will produce the characteristics specified above and 
so adapted to the base metal and thickness of parts to be welded as will in- 
sure effective penetration and an intimate uniform fusion of the filler and 
base metals. The electrodes and coating shall conform in dimensions and phy- 
sical characteristics to applicable provisions of the current specifications 
of the .American Welding Society. 

(c) Special Workmanship Requirements . 

(1) Welding Procedure. The contractor shall prepare his own 
(lain; 



schedule of welding procedure for each structure to be welded, "and shall sub- 
mit the procedure to the contracting officer for approval. The procedure 
shall be in accordance with best modern standard welding practice, as approv- 
ed by the contracting officer, and shall be such as to minimize locked-up 
stresses and distortion of the finished members of the structure. No vf eld- 
ing shall be done on any structure until the procedure for that structure has 
been approved. Approval of any procedure, however, will ncjt relieve the con- 
tractor of the sole responsibility for its adequacy for producing a finished 
structure meeting all requirements of these specifications. 

(2) Welds. A wandering or skip sequence of welding shall be 
used on all passes of welded joints. The maximum length of bead, laid in any 
one continuous or skip pass anally be that which can be* laid with one electrode. 
Welds shall be of the type, size and dimensions as shown on supplemental de- 
tail drawings to be furnished later by the Government. Welds, 3/8 inch and 
larger, shall be made in not less than 2 passes; and, unless otherwise speci- 
fied or authorized, shall in general be made with one pass for each 1/8 inch 
thickness of base metal, exclusive of back bead. No electrodes larger than 
1/4 inch in nominal diameter shall be used unless authorized by the contract- 
ing officer. In all welding, the application of the first pass shall be given 
special attention to insure satisfactory penetration and fusion of the filler 
and base metals. 

(3) Assembling Devices and Temporary Connections. Preparatory 
for welding, the assembled elements of members shall be held rigidly in posi- 
tion by the use of approved devices adapted to the purpose, and capable of 
exerting pressures requisite to remove local distortions and compress the 
parts into intimate contact except where root openings are required. Bolts 
may be used for temporary connections provided that the bolt holes are sub- 
sequently filled with sound weld metal in an approved manner and ground flush 
with adjacent base metal, unless otherwise authorized. Welding for temporary 
connections and bracing will be permitted provided that, where such welded 
connection does not form a part of a later permanent connection, such weld 
metal shall be removed approximately flush with adjacent base metal where so 
directed. 

(d) Flame Pitting shall conform to the applicable provisions of the 
current specifications of the American Welding Society. 

8-06. COPING CURB AND CORNER PROTECTION. - Copirig curb and corner pro- 
tection shall be constructed as shown on the drawings. Sections shall be in- 
stalled true in alignment and elevation so as to provide a uniform smooth sur- 
face, tangent and flush with the adjoining concrete surfaces. The concrete in 
contact v/ith the metal and embedding the anchorage shall be carefully placed 
and thoroughly spaded to prevent voids or honey comb pockets. 

8-07. METALLIC COATINGS, - Zinc coatings shall be applied in a manner 
and of a thickness and quality conforming to A.S.T.M. Specification A 123-33 

8-3 



for •Zinc (hot galvanized) Coatings on Structural Steel Shapes, Plates, Bars 
and their Products." Sherardizing and Cadium plating shall have thickness 
and durability equal to or greater than Zinc Coating applied as specified 
above. 

8-08. MACHINE WORK. 

(a) General . All tolerance, allowances and gages for metal fits 
shall conform to standards as approved by the American Standards Association, 
December 1925* Machine work shall be done wherever an *f * or any word denot- 
ing machine finish appears on the drawings and at ether places where necessary. 
Where the "f « follows a dimension, both surfaces from which it is measured 
shall be machine finished so that they will be true to the dimensions shown. 
All finished contact or bearing surfaces shall be true and exact to secure full* 
complete contact. In machining and grinding fabricated pieces of cold-rolled 
steel, care shall be exercised that an equal thickness of the surface is re- 
moved from all sides. , Journal surfaces shall be polished and all surfaces be 
finished with sufficient smoothness and accuracy to insure proper operation 
when assembled. All parts entering any machine shall be carefully and ac- 
curately machined and all like parts shall be interchangeable. All drilled 
holes for anchor bolts shall be accurately located and drilled from templates. 

(b) Keys and Keyways shall conform to the requirements of the Amer- 
ican Engineering Standards Committee, standards of 1932. unless otherwise 
specified or required. 

(c) Pin Holes shall be bored true to gages, smooth and straight and 
at right angles to the axis of the member. The boring shall be done after the 
member is securely fastened in position by bolts or rivets as specified or 
otherwise required. 

(d) Protection of Machined Surfaces . All machine finished surfaces 
shall be thoroughly cleaned of foreign matter and coated with a composition 
of white lead and tallow or other approved slushing grease for protection 
against rust. As a further protection, unassembled pins and bolts shall be 
wrapped with burlap to prevent the removal of the coating. 

(e) Lubrication . Provisions for lubrication shall be in strict ac- 
cordance with the arrangement and details as shown on the drawings and other- 
wise where necessary to properly lubricate moving parts. Before erection or 
assembly, all bearing surfaces shall be thoroughly cleaned and lubricated with 
approved high grade oil. After assembly, all lubricating systems shall be 
filled with a suitable approved lubricant. 

8-09. UNFINISHED SURFACES. - So far as practicable, all work shall ba 
laid out to secure proper matching of adjoining unfinished surfaces. Where 
there is a large discrepancy between adjoining unfinished surfaces, they shall 
be chipped or machined to secure proper alignment. Unfinished surfaces shall 
be true to the lines and dimensions shown on the drawings and shall be chipped 
or ground free of all projections and rough spots. Depressions or holes not 
affecting the strength or usefulness of the parts, with the approval of the 
inspector, may be welded. 

8-10. PART IDENTIFICATION AND WEIGHT REQUIREMENTS. - Each casting shall 
have the mark number and the heat number cast upon it. Each forging shall 
have the mark number stamped upon it. Unless otherwise authorized bj the 
contracting officer, the scale weight of each casting or forging shall be 
within 5 Per cent of the weight as calculated from the dimensions on the draw- 
ings. 

8-4 



8-11. PATTERNS. 

(a) A complete set of all patterns, core boxes, and templates for 
all parts detailed on the drawings or which are not the standard stock pro- 
duct of a commercial manufacturer, shall become the property of the United 
States, and shall not be used for work under any other contract unless spe- 
cifically authorized or directed by the contracting officer. Dimensions of 
castings shown on drawings are finished dimensions. 

(b) Patterns and Core Boxes for the various parts of the work to be 
done under this contract shall be well and substantially made from thoroughly 
seasoned "Grade (B) or Better" northern white pine. Built-up patterns and 
core boxes shall be securely glued and screwed together. Nailing will be 
permitted only on light sections. Screw holes shall be countersunk and neat- 
ly filled with wood plugs. Loose pieces shall be either dovetailed or fasten- 
ed with pull-out dowels, and split patterns or core boxes shall have metal 
dowels at partings. No skeleton or sweep patterns will be accepted. 

(c) All nail and tool marks on molding surfaces shall be filled with 
beeswax. All surfaces shall be sanded with No.O grade sand paper and finished 
with not less than 2 coats of shellac, colored in accordance with the standard 
for pattern colors of the American Foundrymen's Association, 

(d) After use, all patterns and core boxes required to be furnished 
shall be thoroughly cleaned, varnished, crated and delivered in first class 
condition to the U« S. Engineer Office, Massena, New York, together with list 
of same in duplicate, before final payment is made. The contracting officer 
reserves the right to withhold any payment for the original parts made from 
any pattern, until such pattern is delivered. Any pattern and core box lost 
or damaged by the contractor, or in shipment shall be replaced by the contrac- 
tor without charge to the United States. 

(e) Boxes and crates for the packing and shipment of patterns and 
core boxes shall be substantially made and shall be put together with screws 
so that they can be used several times. Each box and crate shall be plainly 
marked to indicate its contents. 

8-12. SHOP ASSEMBLY. - Unless otherwise specified, each complete machinery 
unit of each type, and other units or parts of the work where so specified or 
required, shall be fully assembled in the shop in accordance with the require- 
ments of the detailed provisions referred to below. All assembly and disassem- 
bly work shall be performed in the presence of a Government inspector, and any 
errors or defects disclosed shall be immediately remedied by the contractor 
without cost to the United States. Before disassembling for shipment, each 
piece of. each shop-assembled machine or structure shall be match-marked to 
facilitate erection in the field. 

8-13. TESTS AND TRIALS. 

(a) The contractor shall make analyses and/or tests to determine 
that all materials are in conformity with the specifications except where 
tests are waived or not required by the contracting officer. Such analyses 
and/or tests, except when waived or modified, shall be made as indicated in 
the respective detail! specification or as -otherwise required. 

(b) The contractor shall furnish the contracting officer certifi- 
cates listing the heat number and the chemical and physical properties of the 
metal from which each article or piece of the material was made. There shall 
also be furnished two lists, one from the shop indicating what pieces or 

8-5 



members are to be made from the material ordered, and the other from the mills 
indicating what pieces or members are furnished from each heat or melt. 

(c) 7Then doubt exists as to the soundness of any part, such part may be 
subjected to an X-ray or Gamma-ray inspection at the discretion of the con- 
tracting officer, and the cost of such inspection will be borne by the United 
States. 

(d) Bach complete machinery unit of each type shall be tested in the 
shop in the presence of a Government inspector before being disassembled and 
shipped to the site. Such action, however, shall not relieve the contractor 
of responsibility for any fault in operation, workmanship or material that 

may later develop before the completion of his contract, if ter being assembled 
in place, each completed machine and each completed moving part of the struc- 
ture shall be tested as required in the detailed provisions referred to be- 
low to demonstrate to the satisfaction of the contracting officer that it 
meets specification requirements in all respects and is suitable for perform- 
ing the work intended. Any defects disclosed by tests and trials shall be 
immediately remedied by the contractor without expense to the United States 
and a satisfactory test cciapleted. 

8-14. SHOP INSPECTION. - The contractor shall keep the contracting offi- 
cer informed as to commencement and progress of the work. In accordance with 
Article 6 of the contract, the contractor shall at all times permit Government 
inspectors free access to all parts of mills, foundries or shops where work is 
being carried on under the contract and shall provide the necessary facilities 
and assistance for making thorough examinations. Unless waived in writing by 
the contracting officer, mill inspection will be required on, all metals. The 
acceptance of any material or finished member by an inspector shall not pre- 
vent subsequent rejection if such material or member is later found to be de«- 
fective. 

8-15. LIST OF MATERIALS.- The contractor shall furnish the contracting 
officer copies of all purchase orders, mill orders, and shop orders for mate- 
rial, and work orders. The contractor shall also furnish a shipping bill or 
memorandum of each shipment of finished pieces or members, giving the designa- 
tion mark and weight of each piece, the mmber of pieces, the total weight, 
and if shipped by rail the car initial and number. Copies of certificates of 
tests and shipping bills in triplicate and all orders in quadruplicate shall 
be mailed promptly to the United States Engineer Office, Massena, New York* 



8-6 



Specifications: Robinson Bay Lock - Long S au lt Canal 

SECTION IX 

ELECTRICAL, REGULATIONS, WORKMANSHIP, MATERIALS AND 

EQUIPMENT 

9-01. STANDARD RULES AND SPECIFICATIONS 

(a) Unless otherwise specified, all electrical materials, work- 
ifjanship, and tests shall be in conformity with the current standard -rules , 
regulations, and specifications of the following authorities: 

(1) National Board cf Fire Underwriters 
(205 East Ohio s t., Chicago, 111.) 

(2) National Electrical Manufactures Association 
(420 Lexington Avenue, New York, N.Y. ) 

(3) American Institute of Electrical Engineers 
(33 W. 39th Street, New York, N.Y.) 

(4) Bureau of Standards (National Electrical S 8 fety 
Code), (Superintendent of Documents, U.S. 
Government Printing Office, Washington, D. C.) 

(b) The electrical equipement will be subject to exceptionally 
severe moisture conditions and a wide temperature range. All insulation 
shall be selected for this condition, and all other parts of the equipment 
shall be designed so that they will not be injuriously affected by such 
exposure. Insulating materials subjected to high temperature or electric 
arcs, sxiall be of an approved refractory material. 

(c) Equipment for the same, similar, or allied service shall be 
of the same manufacture and type, and when of the same rating, shall be 
interchangeable, All equipment shall be designed to require a minimum 
number of spare parts. 

(d) The materials specified under this section shall be furnished 
only as required for the respective items of work and equipment shown and/ 
or specified. 

9-02. GAUGE OF WIRE CABLE AND SHEET METAL. - Gauge of wire cable and 
sheet metal specified herein ani on the plans, is American Wire Gauge (A.W.G.) 
for electric wire and cable, and United States Standard Gauge (U.S.S.) for 
sheet metal, unless otherwise noted. 

°-0; IN5ULATI0N RESISTANCE. - Insulation.- resistance as required under 
these specifications shall be determined be mean of 500 _v olt, direct -Current 
direct reading ohmeter, and test reports shall indicate both the voltage 
aoolied and insulation resistance for the material tested. 

9-04. WIRING. - Wiring shall constitute the furnishing' and installing 
of all cable and wire required in the locations specified; the 'furnishing 
and installing of all cable and conductor terminals, junction boies, supports 



9-1 



racks, or shelves, a3 shown or required; the making of all connections and 
the proper placing, arranging, and identifying all materials, as specified 
or directed by the contracting officer. All wiring shall be in conduit 
unless otherwise specified, shown, or directed by the contracting officer. 

9-05. INSTALLING METAL CONDUIT. - All ends of metal conduit shell be 
reamed to remove rough edges and burrs and all joints between lengths 'of 
conduit, and at switches, junction boxes, and fittings shall be watertight 
and shall provide electrical continuity of the conluit run so that it can 
be effectively grounded. All open circuit ends shall pe caped, except when 
working on the run, to exclude dirt and moisture, Conduit runs shall he 
pitched to provide suitable drainage. No thread tes fittings or running- 
thread joints shall be used in metal conduit runs. Any run of conduit ex- 
tending through a contruction joint, or changing from an embedded to an 
open run, shall extend not less than the threaded length plus 1-inch past 
of the face of tne concrete. All conluit bends shall have a radius not less 
than that of standard factory bends, ^ield bonds may be used if of the 
proper radius and carefully made with suitable tools so that the conduit 
is not flattened. 

9-06. COPPER WIRE FOR INSULATED WIRE AND CABLE. Copper wire for in- 
sulated wire ani cable shall conform to paragraph G-2, United States ^avy 
Department Specification 14 Cli for "Cables: Electric, Insulated," dated 
Karen 15, I934. 

9-07. SOLDER FOR BRAZING. - Solder for brazing shall conform to Federal 
Specification G&-S-551 for "'Solder; Brazing," Composition B. 

9-08. INSULATING ARTERIAL FOR WIRES AND CABLES. 

(a) The following insulating materials shall conform to United 
States Navy Department Specification 15 Cli, for "Cables; Electric, Insulated," 
dated March 15, 1934, paragraph designations as indicated below. 

(1) Rubber-filled ^ape, paragraph C-8 

(2) Asbestos Insulation, paragraph C-10 

(3) Braids; Cotton and Asbestos, paragraph C-I4 

9-C9. VARNISH. 

(a) Insulating Varnish shall conform to the United States Navy 
Department Specification 52- V- 13a, for "Varnish: Insulating, for Electrical 
Purposes," grade as specified or directed. 

(b) Asphalt Varnish shall conform to federal Specification TT-V-51 
for "Varnish: Asphalt," Grade B. 

9-10. MOLDED INSULATION AND ?MWS. - Molded insulation ani carts shall 
conform to United States Navy Department Specification 17-1-14, for "Insu- 
lation; Electrical, Phenolic, Molded and Laminated, ani Molds for same." 

9-11. CONDUIT AND CONDUIT FITTINGS. 

(a) Fiber conduit shall conform to the specification of the 
Electrical Section of the American Railway Association, edition of I929, 
Section 18 (a) (21), paragraphs 10 to 19 inclusive, except that the minimum 

• 9-2 



wall thickness shall be 0.2 inches; and shall have drive joints. 

(b) Fiber conduit spacers for duct lines shall be made of material 
similar and equal to "Masonite Tempered Presdwood" manufactured by the Masonite 
Corporation, thickness of material not less then £ inch; or uf't inch, 5 plj' • 
fir plywood board, treated so as to be moisture resisting. The design oi the 
spacers shall be submitted to the contracting officer for approval. 

(c) Entrance bells for fiber conduit shall be of white glazed dry 
process porcelain, or of impregnated molded wood pulp or fiber, with a smooth, 
true uniform surface. They shall have a curved surface where the cable enters 
the manhole, and be provided with suitable means for anchoring in the. concrete, 
and suitable sockets for making a watertight joint between the conduit and the 
entrance bell. 

(d) Rigid metal conduit shall be zinc coated and enameleo on the 
inside and outside and shall conform to Federal Specification 'VW-C-5.81 , for 
•Conduit; Steel, rigid, Zinc-Coated." For sizes 2-inch or less, tubing conform- 
ing to Federal Specification WW-T-806, for "Tubing; Electrical, Metallic," 
Type "C" may be substituted in locations approved by the contracting officer. 

(•) Flexible metal conduit shall be of the concave, double strip 
type, consisting of steel strips helically wound with tight seams and finished 
so as to provide a smooth interior surface. It shall be galvanized, sherard- 
ized , or cadmium plated . 

(f) Metal conduit fittings shall be galvanized, sherarized, or 
cadmium plated high test gray iron or malleable iron castings of the types 
and sizes required, specified or shown on the plans. They shall be approved 
by the National Board of Fire Underwriters. 

9-12. SINGLE-CONDUCTOR, ASBESTOS ,- INSULATED, ASBES1 OS -BRAIDED WIPE AND 
CABLE shall be standard stranded conductor, insulated with a .layer of felted 
asbestos and i.,5 mils of closely woven asbestos outer braid, both with flame 
and moisture-proof impregnation. The thickness of felted asbestos shall be 
90 mils for sizes No. 2 to No. 4/°t inclusive, and 102 mils for sizes 250,000 
cm. to 500i000 cm. 

9-lj. MOTORS FOP LOCK OPERATING MACHINES. 

(a) Type * - The motors shall be of the high-torque, highslip, 
constant-torque, squirrel-cage induction type designed for full voltage 
starting. They shall be 2-speed, 2-winding type except those for lower pool 
supply valve, rope coupling pins, stiff-leg derrick lock unwatering pumps, 
and swing bridge locking devices. They shall be of the inclosed, self- ven- 
tilated , splash-proof, and weather-proof constructions, as specified - in sub- 
paragraph (d) below. 

(b) Ra t i ng . - 

(1) Motors for the miter gate machines shall be rated 30/10 
h. p. 900/300 r.p.m. synchronous speed. 

(2) Motors for the segmental valve machines shall be rated 
30/10 h. p. 900/300 r.p.m. synchronous speed. 

(3) Motors for fender boom machines shall be rated 30/10 h.p. 
900/300 r.p.m. (motors in (1), (2), and (3) above shall be interchangeable. 

(h) Motors for the rope coupling for the wire rope fender pins 
shall be rated 1/2 h. p. 600 r.p.m. 

(5) Motor for the lower pool supply valve hoist shall be rated 
of such capacity as recommended by manufacturers. (See par. 17-03) • 



9-3 



(6) Motors for the stiff- leg Derrick machines 3hall be rated 
of such capacity as recommended by the manufacturer. (See p?r. 13-05). 

(7) Motors for the lock un-wetering pumps shall be rated 

of such capacity as recommended by the pump manufactory. (See par. 17-04). 

(8) Motors for the swing span bridges shall be rate! es 
recommended by the manufacture, the except that if practicable the motors for 
operating the bridge swinging and wedging machinery shall be of a size and 
tyoe to permit interchangeability with those noted under (1), (2), and (3) 

above . 

(9) All the above motors shall be rated 44 volts, 3-phase 
60 cycles, 50 degrees C. minimum temperature rise for full-load for not less 
than 13 minutes on the low-speed winding. *or each motor rating, the 
acceptance load tests to cttermine the temperature rise on both windings where 
provided shall be made consecutively, i. e., by immediately changing speed 
without stooping the motor. The speed-sequence shall be that which will 
produce stopping the highest final temperature. Temperature rise shall 
conform to the standards of the American Institute of "Electrical Engineers 

of an ambient temperature of 4° degrees C. 

gj) Torque and Slip . At rated voltage and frequency, each motor 
for each winding, shall have a static torque of not less than 25° percent 
of full- load torque (based on the high-speed winding) and the full- load 
slip shall not be less than 12 percent. The maximum torque shall be developed 
at approximately zero speed. The locked rotor current shall not. exceed 400 
percent of full-load current. 

(d) Frames an d *tad brackets. 

(1) Frames and end brackets shall be of cast iron, wrought 
iron, or fabricated steel, so designed that rain or snow driven from any 
direction in or above the mounting plane, will not enter the inside of the 
motor bearings. This shall be accomplished by providing Baffled air passages 
in each end bracket, and in the frame as required to trap and drain water and 
to provide adequate ventilation. Other approved construction providing 
equal assurance of adequate protection end ventilation may be used. The 
direction of the air flow entering the baskets shall be approximately ver- 
tically upward, through opening near the mounting plane, ^feep holes shall 
be- provided as required to drain condensation. The mounting feet shall be 
integral with the frame. All dimensions and frames sizes shall conform to 
trie -N.E.M.A. standards. 

(2) Eyebolts for handling motors, shall be provided in an 
approved location on all motors weighing more than 150 pounds net. 

(e) Shafts shall be of high-grade , hot-rolled steel of adequate 
strength and rigidity, finished to size all over, and with polished journal 
surfaces. The diameter at the bearings shall be larger than the diameter 
of the shaft extension and the diameter under the core laminations shall 

be larger than the diameter at the bearings. They shall be treated for 
- corrosion resistance as specified. in sub-paragraph (l). 

(f) Connections and Terminals . All connection leads shall ex- 
tend' outside of the frame and be provided with standard separable connectors 
located i/i 'an approved terminal box of water-tight construction, equipoed 
for conduit coniection and rigidly attached to the motor frame. Provisions 
shall be made, for two. 1-1^ inch metal conduits spaced 3 inches between centers 
located in a vertical plane parallel to the motor shafts and entering the 

box from above through pipe-tapped holes. The. motor lead's shall be sealed 
•with a compound of lithrage and glycerine- wher'i they pass through the stator 
frame. The terminals shall be suitably marked in accordance with standard 
TTp. 30-2 of the N.li.k.A. 



9-4 



(2) peering . - The motors shall be orovided with boi 1 bearings 
co- .forming to United Stat s N a vy Department Specification 42-B-56., for 
•Searings; Ball," d ted November 2, 1931, designed to facilitate removal 
end renewal, and to prevent escape of lubricant or entrance of foreign 
matter. Approved means shall be provided for applying lubricant and draining 
sa.ne without removal of the bearing housing or brake housing. When the 
brake housing is bolted to the motor and be Unapproved filler and drain pipes 
shall be nrovided with the ends accessibly located and with approved fittings. 
The bearing housings shall be of an approved splash-proof tyoe, effectively 
preventing lubricant frorr coming incontact with the motor windings. 

(h) Cores for stators and rotors shal 1 consist of senarately- 
punched.thin laminations of the best quality electrical sheet steel suitably 
insulated from each other, assembled under heavy pressure to obtain a rigid 
assembly end secured to the shaft or frame in an approved manner. The slots 
shall be entirely fr e of burrs or other metallic particles which might 
injure the slot insulation. 

(i) Stator Windings shall be provided with Class "A" insulation 
made thoroughly water-proof and oil-proof with a sufficient numberof coats 
of water end oil resistant solvent insulating varnish so that the motors 
will meet the requirements of paragraph 9-01 (b) and 9-lj (p). The insulating 
compound shall not show cracks due to contraction or expansion or and shall 
not soften or run due to the operating temperature of the motor or change 
of the ambient temperature. A fi'nal coating of water andoil-resistant var- 
nish which will dry with a smooth, glossy surface shall be applied. The 
windings shall be securely wedged in the slots to prevent vibration and wear. 
The slot wedges sh?:ll be of impregnated fiber or maple wood, boiled in oil. 
The insulation shall not show deterioration due to repeated alternate vetting 
and drying. The coils shall be completely assembled in the stator before the 
application of the varnish and shall be completely immersed in the varnish 
bath. The stator assembly shall be hot before each application of 

varnish and shall be thoroughly baked after each application, until the 
varnish is thoroughly dry and cured. 

(j) Roter Construction shall be copper or copper alloy bars, 
brazed or welded to copper alloy end rings, or of other approved construction. 

(k) Treatment Against Corrosio n. - Screws, colts, pins, terminals 
brush holders, studs, springs, hand hole cover bolts, shafts, and other 
steel ports shell be "Parksrized" or similarly treated inan approved man- 
ner to resist corrosion. 

(1) Machine work shall be accurate, of high quality, and in 

conformity with approved standard practice. Threads shall be in accordance 

with the "National Forms" as adopted by the U. S. National Screw Thread 

Co.jnissicn for the types of thready required. Thread fits shall be Class 2 

Threads on all body-bound bolts Shall be chased a sufficient length so that 

when the nut is tightened there will be approximately l£ free threads under 

the nut, or the bolts shall be undercut an eouivalent amount. 

(m) Designation and Markings. - a name plate shall be provided 

on each motor, suitably :-'ttached to the frame, It shall clearly indicate 

the manufacturer s nartie, identification symbol, serial number and salient 

lesign features; "such as type, power, no-load and full-load speed, voltage, 

frequency, full-load current and full-load torque. 

(2) The serial number shall be die-stamped on the f rort #nd 
the shaft ani on the frame, under the ncmeplate. 

(n) Fainting; shall conform to the requirements of Section XVII 
unless otherwise required. 



9-5 



(o) Tests . 

(1) All motors shall be tested in conformity with the A.I.E.E. 
standards. The dielectric tost shall be made at 1880 volts for a period of 
one minute. One motor of each type and rating furnished under this contract 
shall be given complete tests at the factory. One motor of each type and 
rating, selected at random by the contracting officer, shall be completely 
submerged in ordinary tap water for a period of net less than 12 hoars . It 
shall then, without any drying, operate successfully at rated voltage, 
frequency and continuous duty load until the insulation resistance to ground 
shall become constant at an approved value, and without any further drying, 

it shall then withstand the dielectric test specif ed above. The remaining 
motors shall be given the manufacturer 's Standard commercial test at the 
factory to determine that the similar motors furnished have approximately 
the same characteristics. 

(2) Complete Tests, as specified on sub-paragraph (1) above, 
shall include the following. 

Excitation Test 

Impedence Test 

Performance and Speed-torque Test (Prony brake or 

other approved equivalent methods) 
Temperature Test 
Dielectric Test 
Insulation Resistance Test 

Cold and Hot Resistance Measurements (Stator Windings) 
Effectiveness of Enclosure 

Graphic charts showing the results of the above tests, corrected to rated 
voltage, shall be furnished as follows: 

Excitation test - Volts as abscissae vs. amperes and 
watts as ordinates. 

Impedence test - Volts as abscissae vs. amperes, torque 
and watts as ordinates. 

Performance test - Percent load as abscissae vs. effi- 
ciency, p6wer factor, amperes, watts and percent slip as ordinates. 

Speed-torque-test- Torque in pounds-feet as abscissae vs. 
speed r*p«m # as ordinated* 

(3) Test Reports recording all actual data obtained during 
the above commercial and complete tests, shall be furnished for each motor. 

(4) Final Accept &nce Test of the motors shall be made in 
conjunction with the final tests and trials of the respective operating 

machinery at which time all necessary adjustments shall be made 

(p) Data to be Submit ted for Approval . - The following data shall 
be submitted to the contracting officer for approval before commencing 
manufacture. 

(1) Complete descriptive specifications of the motor, with 
necessary cuts, photographs, and drawings, to clearly indicate the con- 
struction of the motor. Special emphasis shall be given to indicate the 
features for which approval is required. 

(2) Outline dimension drawings. 



9-6 



(3) Typical characteristics curves, indicating the speed, 
power factor efficiency', current and watts input, all plotted againts per- 
cent !oc.d as abscissae. 

(4) Guaranteed values of power factor and efficiency, when" 
operating 0.1 the high-speed winding inly, for full-load, 3/4 load end &-load. 

9-14. 3RAKES. 

(a) General . - All brakes shall be spring-set shoe type with 

1 jtor-operated release. The braise motor shall be wound for the same operating 
voltage as the motor with which the brake is to be used. The brakes shall 
be floor mounted as shown on the plans. 

(b) Hating . - The torque rating of each brake shall be not less 
than 230 percent of the full load torque of the motor with which it is tfc be 
used, all conditions of operation and inclosure onsidered. The time rating 
and -temperature rise shall be not less than that of the driving motors. 

(c) Inclosure and Protection . - The entire brake assembly including 
the motor, shall be inclosed in a water-tight, dust-tight, and moisture- 
resisting inclosing case of 1/4 inch boiler plate. Brake housings shall be 
split on the diagonal, and the motor shaft entrance shall be made water-tight 
by bolting the brake housing to themotor end bracket with copper-asbestos 
gasket. On brakes with "Thrustor" operated release, the "Thrustor" shall be 
of submergible Construction. 

(d) Adjustment shall be provided for varying the holding torque 
from zero to the full rating of the brake, and for adjusting the position of 
the shores. The brakes release at 85 percent of the rated voltage. 

(e) Mechanical Construction. 

(1) Except for brake wheels, shoes and electrical parts, 
no cast iron shall be used in brake construction. All pins, fittings, and 
other miscellaneous small metal parts shall be of approved corrosion- resis- 
ting metal. Bearings shall be fitted with bronze or other approved bushings 
to prevent any binding of moving parts. Approved means for lubrication shall 
be provided for all bearings; all parts shall be painted in accordance with 
Section XVIII. 

(2) Machine work shall conform to the requirements for the 
motor with which the brake is used* 

(f ) Windings shall be insulated and impregnated in the same man- 
ner as that specified for the motor windings. 

(g) Designation and Mar kings . - Name plate shall be provided for . 
each brake and attached to a part of the brake which ordinarily will not 
be renewed during its service life. They shall conform to standard practice 
and clearly indicate the manufacturer, identification symbols and serial 
number, and salient design features such as type, torque rating, voltage, 
and frequency. 

(h) J£s_La. 

(1) Each brake shall be adjusted to give its rated torque and 
then tested for successful operation in accordance with above requirements. 

(2) Heating Test. - One brake for each type of machine, to be 
selected at randomly the contracting officer shall be subjected to a heating 
test, at rated voltage and torque. 

(3) Dielectric Tests and insulation resistance measurements 
of the coil windings, shall be made on all brakes. 

(4) Submergence Test. - One brake motor for each type of 
machine shall be tested for submergence in the same manner as specified in 
paragraph 9-13 (p) for the motor with which the brake is used. If thrustor 



9-7 



release is used the entire "Thrustor" assembly shall be tested for 
sumbergence. 

(i) Data to be submitted for approval before commencing manu- 
facture of the brakes, shall be equivalent to that furnished for the motors 
with which the brakes ere used. 

(j) Final Acceptance ^est of the brakes will be as specified in 

paragraph 9-13 (p) (4)» 

9-15. LIMIT SWITCHES. 

(a) General . - Submersible traveling cam limit switches shall be 
provided for operating machines where indicated on the drawings or ether- 
wise specified, ^ach limit switch shall contain all the individual switches 
required for making and breaking all control circuits, interlocking circuits 
visual signal light circuit and position indicating light circuits, necessary 
for the proper control and operation of the machine to which it is geared. 

The individual switches, together with suitable mechanism for their operation, 
shall be assembled in a totally inclosed submersible cast iron case with 
an easily removable cover held down by C- clamps. The joint between the case 
and cover shall be made with a suitable composition gasket held between 
machined surfaces. The setting of the contacts shall be as directed by the 
contracting officer. 

(b) Construction . - The case in which the limit switch is inclosed 
shall be tapped to accommodate the connecting conduit. The case, cover, and 
conduit connection shall be submersible and the lead-screw shank shall enter 
the case through an approved stuffing box. An air valve shall be provided. 
All parts shall be "Parker ized" or similarly treated to prevent corrosion. 
Parts of the limit switch, such as bolts, nuts, screws, pins, washers, 
busjings , and bearings, shall be of brass or bronze. The lead screw shall be 
of manganese bronze. Switches shall be provided with suitable soldering 
terminals for connection to all external wiring. Each terminal shall be 
plainly die-stamped for identification. Insulating shields shall be pro- 
vided where necessary to prevent arcing between bare p;<rts, and all insu- 
lating parts shall be thoroughly dried and impregnated with a compound to 
make them non-hygroscopic. Such shields and other insulating parts which 
may be subject to high temperature shall be of refractory material. The 
limit switch element arrangement and supports shall allow sufficient move- 
ment from the positions required by the drawings to permit final adjustment 
in the field. Tne inside of the case shall be given 2 coats of an approved 
water and oil resisting paint before assembling the mechanism. 

(c) Lubrication shall be accomplished by means of pressure lu- 
brication of submergible construction. 

(d) Switch Elements . - All switches shall be of the quick-make and 
quick-break type and shall close with a wiping motion. All contact surfaces 
shall be faced with a 1/32 inch layer of silver and shall be capable of easy 
replacement. The tripping mechanism shall be designed to r^set the contacts 
in case the cams are not in the proper operating position. 

(e) Accuracy . - The design of the switch elements and operating 
mechanism of the limit switch, shall permit accurate setting within the 
limits to be specified later. 

CO Tests. - The limit switch shall be tested at the factory for 
600-volt dielectric for 5 minutes, for successful operation, and for sub- 
mergence. The submerge ncy test shall be made with the switch and completely 
submerged in water and air pressure equivalent to a 15 foot head oT water 



9-8 



sop lied to the ii Lde for a period of one hour, or other approved equivalent 
test, and these shall be no indication of leakage. 

(g) Installation . - The limit switches shall be Installed as in- 
dicated on the drawings and otherwise approved by the contracting officer. 
The contractor shall provide and install necessary gears, gear guards, and 
other appurtenant parts. 

9-16. TESTED EQUIPMENT AND SUPPLIES. - Tests on all equipment, supplies, 
anl assemblies thereof, shall be conducted at the plant of the manufacturer 
and shall be as specified for the particualr item. If no tests are specified 
the equipment or assemblies shall be tested in conformity with the A.I.E.E. 
standards, N.E.M.A. standards, or precedure of the A.S.T.Ivl. The standards 
of the A.I.E.E. shall t:-.ke precedence, if applicable. 

9- 17. PAYT.7SOT. - Payment for all materials, supplies, tests, including 
temporary power and connections, and all other work under this section will 
be included in the respective contract prices of the items for which they 
are required. 



9-9 



Specifications: Robinson. Bay Look - Long Sault Canal 

SECTION X 

LOCK ELECTRICAL CONDUIT SYSTEM 

10-01. GENERAL - The conduit and manhole system for the future eleo- 
trio cables shall be located and installed as shown on the drawings. Addi- 
tional detail plans of all manholes, pull-boxes, and conduits embedded in 
oonorete will be furnished at later date. All workmanship and materials 
shall oonform to the requirements of section VIII. All oonduit shall be 
fiber type except for conneoting lengths required to extend into machinery 
reoesses or elsewhere beyond the face of conorete. In such places rigid 
metal oonduit shall be used. 

10-02. MANHOLES AND PULL-BOXES. - Care shall be exercised in plaoing 
the forms, so that the interior surface of the oompleted manholes shall be 
smooth and uniform. 

10-03. CONDUIT INSTALLATION. 

(a) General. - The spacing of embedded conduits shall be as shown 
on future detail plans, and shall be supported by spaoers at Intervals of not 
more than 3 feet. The spaoers and conduits shall be rigidly supported to 
prevent misalignment during oonorete pouring. The detail of spaoers will be 
shown on future detail plans. Spaoers for 3 inch oonduit may be used to sup- 
port oonduit lesser diameter, if the oonduit is suitable wedged in the over- 
size holes to maintain uniform pitch. All oonduit shall be pitohed to drain 
from a high point to a manhole or pull -box, except as otherwise speoifioally 
shown on the plans. The highest point in the run shall be covered by at 
least 12 inohes of oonorete and shall be looated approximately in the center 
of the longest run. All oonduits turning out of the run shall maintain the 
same pitoh to the termination in the adjaoent pull-box or manhole, exoept 
where the end bells are definitely looated on the oonduit turns upward, as 
at lighting or signal recesses. The conorete wall between oonduits shall not 
be less than 2 inches thiok at any point. All fiber oonduits shall terminate 
with approved end bells, or metal oonduit and bushings, exoepting conduit 
for telephone lines, which shall be out off flush Inside the pull-box. Groups 
of end bells may be either preoast to form the duot entranoes, or assembled 
on the oonduits before oonoreting. Where oonduit passes through an expansion 
joint in the masonry, an expansion joint of the type required, shall be 
installed flush with the face of one monolith. All conduit joints shall be 
made water-tight with grade "B" asphalt varnish conforming to paragraph 9~909(b), 
which shall be so applied that none will enter the oonduit. All oonduit out in 
the field shall have the ends properly machined with tools designed for the 
purpose, and all joints installed shall be of the same tapered oonstruotion 
as provided by faptory out material. All joints between fiber and metal oonduit 
shall be made with special fiber oouplings having one end. tapered and the other 
end threaded. Where masonry monoliths are poured alternately, the oonduit in 
the intermediate monoliths may be plaoed by outting in each run, butting the 
out ends together after alignment, oovering the butted joint with a split ooupling 
or metal sleeve rigidly fastened in plaoe, taping the entire joint with 2 inoh 

rubber tape and friotion tape, and coating with asphalt varnish to make the joint 
water-tight. All conduit terminations shall be sealed with fiber plugs, metal caps 
or oonduit bushings and "ponnies" before oonoreting operations are oommenoed. 

10-1 



Raring concrete operations, extreme care shall be exercised to avoid damage to 
the conduit installation* Concrete shall not be poured directly on the conduits* 
and workmen shall not step on the conduits* The concrete shall be of a suitable 
mix and shall be carefully worked between and around the individual conduits so 
that each conduit will be completely enveloped in concrete without voids. Class 
"A" concrete shall be used around conduits and measurement for payment will be 
made between line 6" outside of the centers of outside conduits in each run* 

(b) Initial Inspection. - As soon as possible after the concrete 
has set in a given lift, each conduit shall be cleaned and inspected for 
continuity and freedom from obstructions. The conduit shall be cleaned by 
means of a steel wire flue brush of suitable dimensions. A round, smooth, 
wooden mandrel shall then be passed through the conduit. For straight runs, 
the mandrel shall not be less than 3 feet long and shall have a diameter not 
less than 92 percent of the inside diameter of the conduit. For all conduit 
bends, the length of mandrel shall be reduced to a length approved by the 
contracting officer. When removed from the conduit, the mandrel shall not 
show any deep scratches or other evidences of rough surfaces within the con- 
duit. Any defects in material or worknanship shall immediately be remedied. 

(c) Final Inspection . - After each duct line is completed, each 
conduit shall be given a final inspection by repeating the initial mandrel 
inspection, and a continuBttS length of No. 9 gauge solid iron wire shall be 
left in each conduit for use in future cable installations. Conduit plugs 
shall have $ inch holes drilled on the longitudinal axis for drainage and to 
permit sealing the conduit with the pulling wire in place. 

(d) Location of Conduit Terminations shall be as shown on the 
plans or as directed by the contracting officer. All metal conduit leaving 
the concrete shall be accurately aligned in a direction normal (90 degrees) 
to the surface planes, to permit future extension. 

10-04. ELECTRICAL GROUNDING SYSTEM. - Embedded ground cables, ground 
plates and ground connections shall be provided and installed as shown on the 
plans* All cable extensions from the concrete shall be provided as shown 
and shall be coiled, securely fastened to the face of the concrete and pro- 
tected by an approved housing. No splices shall be made in any embedded 
ground cable. All ground cable shall be asbestos insulated copper cable con- 
forming to paragraph 9-12. 

10-05. PAYMENT, 

(a) Payment for Conduit including all spacers, couplings, entrance 
bells and pulling wire, completely installed in place, will be made at the 
contract price per linear foor for "Conduit; Fiber 3" Dia." and "Conduit; 
Rigid Metal 2" dia." for the various sizes. Estimated for payment will be 
made for 25 percent of the contract price for material delivered and stored 

at the site of the work, in accordance with the requirement of paragraph 1-31« 
The remaining 75 percent of the contract price will be estimated for payment 
when the material is incorporated in the work and accepted. 

(b) Payment for Grounding System , including all necessary conduit 
nipples, bushings and protective housings completely installed in place, will 
be made at the contract lump sum price for "Electrical Grounding System." 

10-2 



(c) Payment for Other IVaterial specified and/or required under 
this section, completely installed in place, will be made at the contract 
unit prices for the respective items. 



10-3 



Speoif ications : Robiason Bay Look - Long Sault Canal 

SECTION II - LOCK GATES 

11-01. GENERAL. - The look shall be provided with two lower .niter gates 
85 feet high and two upper miter gates k5'5 feet high, eaoh consisting of two 
leaves. The gates shall be constructed* assembled and installed as shpwn on 
the drawings accompanying these specifications and in accordance with 
supplemental drawings to be furnished at a later date. 

11-02. MATERIALS AND WORKMANSHIP. 

(a) General . - All materials and workmanship shall be in conformity 
with the requirements of Seotions VII and VIII wherever applioable and as 
further specified below. 

(b) Anohorage Bars . - Eye bars for gate anchorage shall be either of 
forged steel. Class "E", or of standard rolled bar stook having the same physical 
and ohemioal properties, and shall be straight and true to size and free from 
twists, folds in the neck or head, or any other defeot. Heads shall be made by 
upsetting, rolling and forging. Vfelding will not be allowed. The manufacturer 
shall guarantee the eye bars to break in the body when tested to rupture, and 

if required 2 bars shall be tested to rupture. Eye bars shall be annealed 
before boring. Turnbuokles for the eye bars shall be of the best quality forged 
steel, of standard dimensions and uniform in strength and seotion. Eye bars 
and turnbuckles will be classed and paid for as "Forgings, Steel." Detailed 
dimensions of eye bars will be furnished later by supplemental drawings. 

(c) Pins shall be accurately turned to gages, straight and smooth, 
and entirely free from flows. 

(d) Pilot Nuts . - The contractor shall furnish such pilot and 
driving nuts as may be neoessary for the proper erection of the work. 

(e) Bronze Bushings shall be made for a drive fit, and shall be 
smooth and flush with the outside surfaces of the members in which they are 
placed. 

(f) Pintles and Pintle Castings . - The tops of pintles and the 
bronze pintle bushings shall be finished truly hemispherical and then 
polished. The bottom of the pintle shall be faced, and the body turned to 
accurately fit the lower pintle casting. The pintle and pintle bushings 
shall be so carefully made that they will be interchangeable. 

(g) Suitable drainage holes shall be provided in the upstream 
skin plating and in the webs of horizontal girders above the air ohambers, 

as indicated on the drawings or otherwise required by the contracting officer. 

(h) Calking . - The joints in the air ohambers and other required 
water-tight faces of the gates shall be oalked where neoessary to insure 
water-tightness. No form of calking tool or work that injures the abutting 
plate will be permitted. When approved by the contracting officer, openings 
or seams may be welded by approved methods. 

(i) Lubrication . - The pintles shall be lubricated through 1/2 
inoh extra -heavy brass pipes, provided with pressure lubrioation fittings, 
extending to the top of the walkway. The pin£ at hinge and operating strut 
connections shall be drilled for lubrioation. 

H-03. HANDRAIL ING . - Handrail ing shall be provided as shown on the 
drawings in aooordance with paragraph 7-52* 

11-1 



11-04 • TIMBER. - The gates shall be provided with white oak timber 
fenders and the gate recesses and sills with white oak timber bumper 
blocks as shown on the drawings. All timber work shall be in conform- 
ity with the requirements of Section V. 

II-05, ERECTION. 

(a) Shop Erection .. - In order to detect any errors in tem- 
plates, tne contractor shall erect at his works, without charge, one 
complete leaf of the upper gates , and one complete leaf of the lower 
gates. The leaf shall be carefully assembled, bolted together, and the 
rivet and bolt holes reamed* Any errors in the templates or elsewhere, 
found during the erection, shall be immediately corrected in each leaf. 
All pieces in each leaf assembled at the shop shall be clearly match 
marked, so as to facilitate erection in the field. 

(b) Field Erection Plans *. - Before beginning the field 
erection, the contractor shall submit for approval of the contracting 
officer, a detailed description with sketches in duplicate showing 
the method of erection proposed . 

(c) precautions During Erection ,. - In both shop and field 
erection „ the utmost care shall be taken to get the skeleton into 
correct alignment before any rivets are driven. In the field erection, 
the separate parts shall be tightly bolted together * and the rivet and 
bolt holes shall then be reamed to their full size, if not reamed and 
mat'chmarked in the shop. All necessary precautions shall be taken in 
driving the rivets to avoid the distortion of the gate as a whole and 

of any of its component parts. Rivets shall be tight when test-hammered. 
The seal beams in the sill shall be adjusted after final erection of 
the gate, and after final adjustment they shall be firmly grouted in 
place. i*he quoin bearing block shall be adjusted to provide uniform 
bearing for the full height of the gate after final erection of the gates. 

11-06. TRIAL OPERATION AND TEST. - After erection and before final 
acceptance, the gates shall be operated both in the uniratered condition 
and with the lock flooded by moving the leaves back and forth by opera- 
tion of the machinery throughout their entire travel a sufficient number 
of times to demonstrate to the satisfaction of the contracting officer 
that they conform to the specifications. The workmanship in the gates 
shall be such that, when the leaves are closed, they will form a water- 
tight barrier across the lock under maximum, loads. There shall be no 
material leakage at the miter, sill or quoin. The joints in the faces 
required to be watertight shall be tested with a pressure hose using 
a minimum pressure of 60 pounds per square inch at the nozzlft. This 
test shall be made after erection but prior to field painting. Any 
defects disclosed shall be corrected by the contractor without expense 
to the United States: and satisfactory testa completed. 

11-07 • PAINTING. - Shall conform to the requirements of Section 
XVIII. 

11-08. PAYMENT. - for the complete gates, including construction, 
installation in place, testing and painting, and the required stop 
erection of two gate leaves will be made at the respective contract 
unit prices for the various materials and items used, in accordance 
with the provisions of Sections VII, VIII, and XVIII. 



11-2 



Specifications: Robinson rjay Lock - Long Sault Cenal 

SECTION XII - SEGMENTAL VALVES 

12-01. GENERAL: - The lock shall be provided. with 4 segmental 
valves t constructed, assembled and installed as shown on the drawings 
accompanying these specifications and in accordance with supplemental 
detailed dra^inj-s to be furnished at a Irter date. The matTial^ and 
-orkmanship shall conform to the requirements of Section VII and VTTT 
v.herever applicable, and a^ further specified below, 

12-02. WATER SEALS 

(a) Moulded Pub be r . - Each segmental valve shall be provided 
with moulded rubber oeals on the side£ and top, conforming to the re- 
quirements of par. yJ+& (a) and as shown on the drawings, ^ach seal 
shall be constructed in one piece set true to line, hav^ continuous 
contact throughout its entire length, and shall be th<= exact required 
length after shrinkage. 

(b) Hardwood . - Each segmental valve shall be provided -ith 
a hardwood bottom seal conforming to the requirements of Section V and 
as shown on the drawings. 

12-05. LUBRICATION. - Each trunnion pin shall be lubricated 
through a 1/2 inch pressure lubrication fitting, set flush with the top 
of the lock wall. Connection shall be made to the trunnion by means 
of 1/2 inch extra strong brass pipe, suitably anchored to the face of 
the valve pit and tapped into the trunnion pin. 

12-04. SHOP ERECTION, - in order to detect any errors in the 
templates the contractor shall erect in the shop at least one complete 
valve, and any errors found during such erection s hall be corrected in 
each valve. 

12-05. FINAL ERECTION. - All parts shall be carefully made and 
fitted together so that after final assembly there will be no inter- 
ference due to bad alignment or any warping or twisting in the members 
that would in any way interfere with smooth and satisfactory operation. 
Extreme care shall be used in fitting the water seals. The contact 
surfaces of the bottom seal shall be accurately planed to insure close 
contact over their entire area. Provisions shall be made for adjust- 
ment in the field of all such parts, but the contractor shall be res- 
ponsible for the adequacy of provisions made for satisfactory erection. 
The rubber seals shall be set up so that with no water load, the seals 
will bear against the rubbing strips under a slight deflection. The 
wall castings for the trunnions shall not be grouted in until all seals 
have been carefully set and a trial lift of each valve made to demon- 
strate correct alignment of all parts throughout the entire travel of 
the valves. Before beginning erection, the contractor shall submit 
for approval of the contracting officer, in duplicate, a detailed 
description of the methods he proposes for erection. It is essential 
to satisfactory operation that the valves, including all seals, be set 
with extreme care and accuracy. Final acceptance will not be made 
until this has been accomplished. 

12-06. TESTS'- After final erection, each valve shall be tested 
by moving up ,and down by operation of the machinery, throughout the 
entire travel a sufficient number of times to demonstrate to the satis- 
faction of the contracting officer that each conforms to the specifica- 

12-1 



tions. One valve shall also be tested for watertightness in the closed 
position by closing off the bulkhead recess provided at the valve and 
making adequate provision to subject the valve to a head at least equal 
to the height of normal upper pool. All joints and connections for all 
valves shall be tested for water-tightness, prior to field painting, by 
a stream of water from a hose with not less than (-.0 pounds per square 
inch pressure at the nozzle. Any errors discovered shall be corrected 
by the contractor without expense to the United States, and a satisfactory 
test completed. 

12-07. Jt^^JM'i'IWG • . S hall conform to the requirements of Section 
XVIII. 

1 

12-08. ■f i **"^'i'» - for the complete valves and the embedded metals, 
including construction, installation in place, painting, testing, and 
the shop erection of at least one valve, v/ill be made at the respective 
contract prices for the various materials and items used, in accordance 
with provisions of Sections VII, VIII, and XVIII, 



12-2 



im 



Specifications: Rcbinson Bay Loqk - Long Sault Canal 

SECIIuN XIII - EMERGENCY DAIvS 

13-01. GENERAL. -The lock shall be provided with 11 emergency dai 
stop logs, types A, P» and C, a pick-up boom and a stiff-leg derrick at the 
upper end of the lock, and 8 emergency dam stop logs, types B and C, a pick- 
up boom, and a stiff-leg derrick at the lower end of the lock. The emergency 
dam stop logs, pick-up booms, stiff -leg derricks and operating machinery 
shall be constructed, assembled and installed as shewn on the drawings accom- 
panying these specifications and in accord;: nee with supplemental drawings tc 
be furnished at a later date. 

13-02. MATF.r IALS AND ftCPO/IANSEIF. - All materials and workmanship shall 
be in conformity with Section VII, VIII, IX, and XVIII. 

I3-C3. STOP LOGS. - The stop logs shall be constructed of structural 
steel in three sizes, type A, B, and C-, as indicated on the drawings. 

13-Oii. STOP LOG PICK-UP BOOM. - The stop log pick-up booms shall be 
constructed of steel pipe conforming to par. 7-34 framed and welded as 
indicated on the drawings. The pick-up booms shall be equipped with latch- 
ing hooks and mechanism arranged to fit the pick-up lug castings provided 
on the stop logs. 

13-03. STIFF-LEG DERRICK AND MACHINERY. - The stiff-leg derricks shall 
be of a commercial- type steel structures modified as required for the 
installation indicated on the drawings . The contractor shall design, furnish, 
erect and install the derricks and machinery. Each derrick shall be capable 
of handling a 45 ton load at S5 ft. radius. Machinery for the derricks shall 
be commercial- tyre three drum hoists with slewing atiachments, driven by 
electric motors. Each machine with the motor provided shall have sufficient 
capacity to hoist the 45 "ton derrick design load at a minimum rate of 15 ft. 
per minute with the derrick provided, and tc swing the derrick and lift the 
boom at rates customary in commercial practice for this type and size of 
equipment. Unit stresses, proportioning 6f members, connections, and other 
detail^ of design of derricks and machinery shall be in accordance with usual 
practice for such structures and will be subject to approval by the contrac- 
ting officer. 

13-06. TRIAL OPERATION AND TEST. - After erection and before final 
acceptance, the stiff-leg derricks shall be operated a sufficient number of 
times to demonstrate to the satisfaction of the contracting officer that they 
conform to the specifications. 

13-07. PAINTING shall conform to the requirements of Section XVIII. 

13-08. PAYMENT. 

(a) Payment for the stop logs including construction installation 
and painting will be made at the respective contract unit prices for the 
vtrious materials used in accordance with the provisions of Sections Vll» 
VIII and XVIII. 

(b) Payment for the two stiff-leg derricks and machinery including 
design, construction, installation and painting will be made at the lump sum 



13-1 



contract price "Stiff-Leg Derricks and Machinery". 

(c) Payment for the two complete pick-up boom including construe* 
tion and painting will be made at the contract price per pound "Pick-up 
Boom" . 



13-2 



Specifications: Robinson Bay Lock - Long Sault Canal 

SECTION XIV 

MITER GATE AND SEGMENTAL VALUE MACHINERY 

14-01. MITERING GATE MACHINERY. 

( a ) Ge neral. - Eighteen mitering gate machines complete in- 
cluding motor, tail brake and limit switch shall be constructed and 
furnished as shown on the drawings accompanying these specifications 
and in accordance with supplemental drawings to be furnished at a 
later date. ^ight complete machines shall be installed, four at upper 
end of lock and four at lower end of lock. The remaining ten machines 
shall be delivered to the Government f.o.b. site of Robinson Bay Lock. 
All material and workmanship shall conform to the requirements of 
Sections VII, VIII, and IX wherever applicable. Each machine shall 
consist of an adjustable-length gate strut, sector arm, sector, a 
commercial- type, inclosed speed reduction unit, direct connected high 
torque, high slip, 2-speed, 2-winding squirrel cage induction motor, 
motor operated shoe brake, and limit switch. All motors, tail brakes, 
limit switches and speed reduction units shall be interchangeable and 
of same manufacture. The general arrangement of the gate operating 
machinery shall be as shown on the drawings. 

(b) The location of the center of the sector pin with re- 
lation to the center of the gate pintle shall be within a limit of 
I/64 inch. 

(c) The length of the gate strut shell be adjustable within 
a limit of £ inch either way from the central position indicated on 
the drawings and detailed on later supplemental drawings, by means of 
the adjusting spanner bolts. $here the adjustment is completed all 
the spring followers shall be seated tightly against the spring casing 
lugs, thus distributing the load equally between the springs for opera- 
tion in either direction. 

14-02. SEGMENTAL VALVE MACHINERY. 

(a) General . - Eight segmental valve machine complete, in- 
cluding motor, tail brake and limit s?;itch shall be constructed and 
furnished as shown on the drawings accompanying these specifications 
and in accordance with supplemental drawings to be furnished at a later 
date. Four shall be installed, two at the upper end of the lock and 
two at the lower end of the lock. The remaining four machines shall 
be delivered to the Government f.o.b. site of Robinson Bay Lock. All 
material and workmanship shall conform to the requirements of Section 
VII, VIII , and IX wherever applicable. Each machine shall consist of 
a valve strut, sector arm, sector, a commercial- type, inclosed speed 
reduction unit, direct connected high torque, high slip, 2-speed, 2- 
winding squirrel cage induction motor, motor operated shoe brake and 
limit switch. All motors, tail brakes, limit switches and speed re- 
duction units for the valve machines shall be interchangeable unit. 
The general arrangement of the valve operating machinery shall be as 
shown on the drawings. 

14-03. MOTORS, BRAKES AND LIMIT SWITCHES - shall conform 
to the requirements of Section IX. 



14-1 



14-04. ^OHKMANSKIP. _ <p he machinery shall be placed inexact pos- 
ition and the parts to be concreted in shall be firmly wedged into 
place with steel wedges, after which the mortar shall be poured in and 
thoroughly tamped to bring all contact surfaces into bearing. The pro- 
jecting mortar shall be neatly surfaced. All bolts, nuts, and screws 
shall be tight. Other details of workmanship shall conform to the re- 
quirements of Section VIII. 

14-05. PRESSURE LUBRICATION FITTINGS - shall be provided and 
installed as shown on the drawings or otherwise where required for 
proper lubrication of moving parts of the machinery* 

14-06. SHOP ASSEMBLY AND TESTS. . Kac h miter gate and segmental 
valve machine shall be completely fabricated, assembled and tested in 
the shop. The units shall be properly operated and closely checked to 
insure that all necessary clearances have been provided and that no 
binding occurs in any moving part. After satisfactory trial operations 
have been completed, the machinery may be disassembled for shipment to 
the site of the work. 

14-07. PAINTING. - All painting shall conform to the requirements 
of lection XVIII. 

14-08. PAYMENT. 

(a) Payment for miter gate machinery (except motors, brakes 
and limit switches), including construction, installation in place, 
testing and painting will be made at the contract price per pound for 
"Machinery, Miter Gates, Furnished and Installed". 

(b) Payment for miter gate machinery (except motors, brakes, 
and limit switches) including construction, delivery to site, and test- 
ing will be made at the contract price per pound for "Machinery, Miter 
Gates, Furnished Only". 

(c) Payment for segmental valve machinery (except motors, 
brakes, and limit switches) including construction, installation in 
place, testing and painting will be made at the contract price per 
pound for "Machinery, Segmental Valve Furnished and Installed". 

(d) Payment for segmental valve machinery (except motors, 
brakes, and limit switches) including construction, testing, and 
delivery to site will be made at the contract price per pound for 
"Machinery, Segmental Valve, Furnished Only". 

(e) Payment for miter gate and segmental valve motors, 
brakes and limit switches including construction, installation in 
place, testing and painting will be made at the contract price per 
set for "Motor, Brake and Limit .Switch for Miter Gates and Segmental 
valves, Furnished and Installed". 

(f) Payment for miter gate and segmental valve motors, brakes, 
and limit switches including construction, testing and delivery to site 
will be made at the contract price per set for "Motors, Brakes and Limit 
switches for Miter Gates and Segmental Valves, Furnished Only". 



14-2 



Specifications: Robinson Bay Lock - Long Sault Canal 
SECTION XV - WIRE ROPE SENDERS 

15-01. GENERAL. - The lock shall be provided with three wire rope 
fenders, two for 80 foot spans and one for 124 foot span, located as snown 
on the drawings. The wire rope fenders, including the operating machinery, 
shall be constructed, assembled and installed as shown on the drawings ac- 
companying these specifications and in accordance with supplemental drawings 
to be furnished at a later date. In addition to the above, the contractor 
snail furnish complete machinery, including fixed metal, for nine (9) addi- 
tional fenders to be installed by other agencies at other structures in the 
St. Lawrence project. These additional parts to be furnished only are as 
described in par. 15-04 below and as indicated en the drawings and shall 
constitute fenders complete except for booms. The parts to be furnished 
only, including the spare boom parts noted on the drawings, shall be de- 
livered to the Government f. o. b., Robinson Eay Lock site. 

15-02. MATERIALS AND WORKMANSHIP 

(a) General . - All materials and workmanship shall be in conform- 
ity with the requirements of Section VII, VIII, and IX wherever applicable 
and as further specified below. 

(b) Pins shall be accurately turned to gages, straight and smooth, 
and entirely free from flaws. 

(c) Bronze Bushings shall be made for a drive fit, and shall be 
smooth and flush with outside surface of the members in which they are placed. 

15-03. FENDER BOOM. - The booms shall be constructed of steel pipe 
conforming to par. 7-34 framed and welded as indicated on the drawings. The 
booms for the 80 foot fenders shall be made up of 4 sections, and the 124 
foot boom shall be made up of 7 sections. The sections for the 80 foot booms 
and first 4 sections of the 124 foot booms shall be interchangeable. The 
pipe ends of all sections shall be equipped with suitable flanges to provide 
for bolting sections together. 

15-04* MACHINERY. 

(a) General . - The machinery for the operation of the fenders shall 
consist of all mechanisms and parts, including fixed metal, necessary to pro- 
vide for raising and lowering the boom, coupling and uncoupling the ends of 
the wire rope, and for absorbing the energy of a striking vessel generally as 
indicated on the drawings. 

(b) Operating machinery for raising and lowering the boom consists 
of two cast steel rolling sectors with tooth treads operated by means of a 
crank arm attached to a shaft which is driven through a gear reduction unit, 
by an electric motor as shown on the drawings. The motors shall be rated 
30/10 H.P., 900/300 R. p. M. and provided with a tail brake and limit switch. 
The speed reduction gears with exception of the spring gear shall be con- 
tained within a single inclosed unit of a commercial type. All speed reduc- 
tion units for fenders shall be interchangeable and of same manufacture. 
Suitable counterweight units, made of concrete with steel punchings aggregate 
and proportioned as directed by the contracting officer, shall be furnished 
and installed on the rolling sectors for the 124 ft. span fender, as indicated 
on the drawings. These units shall be securely attached to the sector frame 

15-1 



and shall be positioned so as not to interfere with operation of the fender. 

If necessary for the proper operation of the two 80 ft. span fenders, as 
determined by the contracting officer, similar counterweights shall be pro- 
vided for them also. 

(c) Coupling Pin machinery shall consist of a 6 inch diameter pin 
forced through meshed sockets on the wire rope ends by means of a rack which 

is moved by a pinion connected through reduction gears to a motor, as shown on 
the drawings. 1'he mechanism shall rotate the pin 90 degrees about it3 long- 
itudinal axis after it is fully inserted in the rope sockets, for the purpose 
of locking the pin in place. The motor shall be rated { H.P.. 600 R.P.M. and 
provided with a limit switch. The speed reduction gears shall be contained 
within a single inclosed unit of a commercial type. All speed reduction units 
for coupling pin machinery shall be interchangeable and of same manufacture. 

(d) friction Brakes and Wire Pope . - Friction brakes for absorb- 
ing energy of striking vessel shall be provided on both walls at each fender 
and shall consist of a brake reel and fixed bollard as si: own on the drawings. 
The brake reel consists of a nest of fixed and sliding discs adjusted to the 
required bearing by means of spring bolts. The wire rope shall be 32 inch 
diameter 6 x 37 construction conforming to par. 7-40. connected to machinery 
and bdom as shown on the drawings. 

(e) Motors, Brakes, and Limit Switches shall conform to the re- 
quirements of section IX. 

15-05. TRIAL OPERATION AND TEST. - After erection and before final 
acceptance, the fender booms and coupling pin machinery shall be operated a 
sufficient number of times to demonstrate to the satisfaction of the con- 
tracting officer that they conform to the specifications. Necessary adjust- 
ments for counterweights on tne rolling sectors shall be made as directed by 
the contracting officer. 

15-06. PAINTING shall conform to the requirements of Section XV III. 

15-07. PAYMENT. 

(a) Payment for complete wire rope fender booms and spare boom 
parts including construction, installation in place, testing and painting 
will be made at the contract price per pound, "Fender Bocm n . 

(b) Payment for wire rope fenders machinery (except motors, brakes, 
and limit switch)' including construction, Installation in place, testing and 
painting will be made at the contract price per pound, "Machinery, Wire Rope 
Fenders", Furnished and installed. 

(c) Payment for wire rope fenders machinery and required rope and 
rope sockets (except motors, brakes, and limit switches) including construc- 
tion and delivery to site will be made at the contract unit price per pound, 
"Machinery, 7iire Rope Fenders", Furnished Only. 

(d) Payment for wire rope fenders, motors, brakes, and limit swit- 
ches, including construction and installation in place, testing end painting 
will be made at the contract price per set "Motors, Brakes, and Limit Switches", 
Wire Rope i'enders, Furnished and installed. 

(e) Payment for wire rope fenders, motors, brakes, and limit 
switches, including construction and delivery to site will be made at the con- 
tract price per set "Motor, brake and Limit Switch", Wire Rope Fenders, Fur- 
nished Cnly. 

(f) Payment for counterweights will be made at the contract price 
per cwt (100 lbs) "Counterweight" 

15-2 



Specifications: Robinson Bay Lock - Long Sault Canal 

SECTION XVI 
SWING BRIDGE 

16-01. GENERAL. - The contractor shall design, construct, furnish and 
install an unequal arm swing bridge complete and ready for the application 
of power for its operation and to receive highway and railroad traffic. The 
bridge is to be a riveted through truss for combined railroad and highway 
traffic, with a 20 foot roadway and 2 3- foot sidewalks, with the track on the 
center line of the bridge, designed for a Standard E60 Coopers Railroad 
Loading and a Standard H20 Highway Loading. 

The bridge will span the lock, and in the open position will be set 
back from the face of lock wall to give a 5 ft. minimum clear passageway on 
the lock walls . 

The opening of the swing will be approximately 95 O "\30' and the time for 
normal opening or closing, after release of ends, will be one minute. 

The controls for operating this bridge will be fully automatic, located 
and worked from two central control points, which are provided for the opera- 
tion of locks, one on each wall of the lock. 

This bridge is to be supported on a center bearing, and shall have 8 
balance wheels running on a track secured to the masonry. 

The electric wiring will be under a separate contract. 

16-02. MATERIALS. - The materials to be used shall conform to the 
requirements of Secti n VII and are to be as follows: 

(a) Structural Steel . - For trusses, floor system, bracing, 
decking and machinery supports. 

(b) Rolled Steel or Forged Steel . - For shafts, axles, teolts , 
nuts, keys, cotter pins, screws, worms, and piston rods. 

(c) Forged Steel or Cast Steel . - For levers, cranks, connecting 
rods, and rollers. 

(d) Forged Steel . - For pinions and equalizing levers, and shafts, 

(e) Cast Steel . - For pivot stands, couplings, wedges, and shoes, 
racks, tracks, gears, brake wheels, shaft bearings. 

(*") Tool Steel . - For parts which require hardening or oil tem- 
pering, such as pivots, friction rollers, ball bearings and spring. 

(g) Phosphor Bronze . - For pivot discs and worm wheels. 

(h) Phosphor Bronze, Bronze, or Babbitt Metal. - For linings 
of journal boxes and of other rotating or sliding parts. 

I6-O3. WuRKMANSHIP. - All workmanship shall conform to the requirements 
of Section VIII of these specifications, as shown on the drawings, as herein- 
after specified or in acdordance with standard approved modern bridge shop 
practice. 

(a) Punching, Reaming and Drilling Holes . - All connections of 
main ti-uss members to gussets and splice material whether for shop or field 
rivets, all connections of siringers and floor beams whether for shop or 
field rivets, all connections of diaphragms to cross girders at l6 and to the 
trusses, and of cross girders to the trusses, and all connections for drive 
pinion supports to trusses shall be punched and reamed or drilled. Holes in 
other connections may be punched if material is 3/4" ° r less, and if msteriaU 



16-1 



is over 3/4 H it shall be punched then reamed or drilled. Reaming shail be 
done only after pieces are assembled. 

(b) Shop Assembly and Match Marking . - The trusses are to be 
asse;nbled in shop and connection holes drilled or reamed. Cross girders at 

L6 are to be assembled in shop »vith the diaphragms, supports for drive pinions 
and connections to trusses and connection holes drilled or reamed. The floor 
beam connection.'; and stringer connections are to be a. sembled in shop and 
drilled or reamed. All parts assembled in the shop for reaming or 

drilling field connecting holes are to ce match-marked . 

(c) Rack and Track . - Track segments shall be planed on the top, 
bottom and sides. Surfaces on which balance wheels bear shall be planed to 
the true bevel. The center line shall be scribed on the surface. The 
toothed segments forming the rack shall be fitted accurately. 

(d) Pivot and Disc . - The pivot stand and center casing shall be 
finished and fitted ac urately. The steel discs shall be of tool steel, 
fitted and finished, then oil tempered. After hardening they shall be ground 
to a final finish. The sliding surfaces of steel and phosphor bronze discs 
shall be polished. 

(e) Assembling Centers . - The complete center, includ.ng girders, 
diaphragms, rack, track segments, shafts, gears, drive pinions and balance 
wheels shall be assembled in the shop and aligned, fitted, drilled and the 
parts match-marked. 

(f) Camber . - The camber of trusses shall be equal to the 
deflection produced by the dead loads, making proper allowances for the 
lift of ends. The camber of the cross girders at the pivot support shall 
be equal to the dead load only. 

16-04. DESIGN ANE DESIGN CONFUTATIONS. 

(a) General . - The bridge shall be designed for the following 
conditions : 

Case I - Dead Load - Bridge open 

Case II - Dead Load- Bridge closed and ends raised to. give 

a positive reaction. 
Case III - Live load on one arm - simple span action 
Case IV - Live load on one arm - partially continuous girder action 
Case V - Live load on both arms - partially continuous girder action 
The combination of C2::e I alone, case I plus Case II, Case I plus Case V, 
Case II plus Case IV, Case II plus Case V shall be used in determining 
maximum stresses. 

(b) Impact . - Stresses in structural parts caused by the forces 
applied for moving or stopping the span shall be increased 100% as an 
allowance for impact. 

(c) Reversal of Stress . - Structural members subject to reversal 
of stress during the movement of the span, shall be proportioned for resultant 
stress of either kind increased by 2% of the smaller. Secondary stresses 
shall be provided for in proportioning. 

(d) End Lift Reactions. - The end lift machinery shall be propor- 
tioned to exert an uplift equal to the maximum negative and reaction of the 
live load and impact plus $0% of their sum. 

16-05. ALLOWABLE WORKING STRESSES. - The following allowable working 
stresses are to be used: 



16-2 



(a) STRUCTURAL STE M 

Nature of stress Maximum Formula 

Stress Used 
TENS IOWS 

Polled steel, on net sccti:n--- ----------- -18,000 

On the area of the nominal diameter of rivets under the / 

limitations defined in Section 13 ------------ 13.5 00 

CO.-FRiSSloN 

Rolled Steel, on short lengths or where lateral 

deflection is prevented -------- — ____--- 18,000 

On gross sections of columns with a maximum of l r j,000 18,000 

l*I/7l0888r 2 
For main compression members, the ration L/r 
shall not exceed 120, and for bracing and other 
secondary members, and single lacing not to exceed 
12;0 and for double lacing not to exceed 200. 

BENDING 

On extreme fibers, of rolled sections, and built-up 

sections, net sections, if lateral deflection is 

prevented _-.._> __. > 18,000 

TChen the unsuppcrteel length L exceed '15 times b, the 

width of the compression flange, the stress in pounds per 20,000 

square inch in the letter shall not exceed •14L'v2000b^ 

The laterally unsupported length of beams and girders 
shall not exceed Zj.0 times b, the width of the compression 
flange. 

On extreme fibers of pins, when the forces are assumed 

as acting at the Center of gravity of the pieces - - - - -27,000 

SHEAF ING 

Cn Pins ---------- r- ---------- -___ 13,500 

,;n po.ver-drrlven rivets ----------------- -13,500 

On turned bolts in reamed holes with a clearance 

of no more than 1/50 of an inch ---------- --- 13,500 

On hand-driven rivets ------------------ 10,000 

On unfinished bolts ---- __---__ _ - 10,000 

On the gross area of t'.e webs of beams and girders 
where h, the clear distance between flanges in 
inches, is not more than 60 times t, the thick- 
ness, of the web in inches ---------------- 12,000 

On the gross area of the webs of beams ark- girders 



16-3 



Mature of Six ess 

if the web is not stiffened whe t h is more than 
60 times t, the greatest average shear per square 
inch, V/A, shall not exceed ----------- 



iximurrj 
.tress 



Formula 
Used.._ 

18,000 
14h'<77200t2 



BEARING 



On Pins ------------ 

On power-driven rivets - - - - - 

On turned bolts in reamed holes 
On hand-driven ri-vets - - 



Single 
Double Shear fih^ar 
_ ___ 30,000 2/j,000 

30,000 24,000 

_--_ 30,000 2l[,000 

-- 20,000 It, 000 

On unfinished bolts -- --- 20,000 16,000 

•On expansion rollers per linear inch, 600 times \he diameter of the roller 
in inches. 

■ COMBINED S'il'KSwES. For combined stresses due to wind and other loads, 
the allowable working stress may be increased 33-1/3 percent, provided 
the section thus found is not lest; than that required by the dead and 
live loads alune. 

I.JEMBEES CAi-RYlNG 'iVISD ONLY. For members carrying wind stresses only, the 
allowable working stresses may be increased 33~l/3 percent. 

(b) Machinery and Similar Farts , in which main stresses are 
not increased by impact: 

Fixed 
IVfcterial T e ns i on Compression Bearing Shear 

polled or forged steel -------- -9,000 9,000-Z;0L/r 13,000 6,500 

Stress in extreme fibers of trunnions -13,000 13,000 

Cast steel 7,000 8,000-35L/r 10,000 5,000 

Phosphor-bronze ------------ 6,000 6,000 4,500 

Cast iron ------ 1,500 8,000* 8,000 2,000 

*For struts whose L/r is 20 or less. 

Keys 9,000 5,000 

For stresses which are reversed at the rate of 10 or more times a 
rinute, 2/3 of the above mentioned unit stresses shall be used. 

(c) Bearing Pressures , for rotating and sliding surfe ces in 
pcunds per square inch: 

(1) For intermittent motion with speed not exceeding 100 feet 
per minute : 

Pivots of swing bridges, hardened tool steel on phosphor- 
bronze discs - - -3,000 

Trunnion bearings, structural steel on phosphor- 
bronze ----- -1,500 

Wedges, cast steel on cast steel or structural steel 

500 

Screws which transmit motion (on projected area of 

thread) 200 

(2) For speeds exceeding 100 feet per minute: 

Hardened steel on hardened steel ------- -2,000 

Hardened steel on bronze ----------- -1,500 

Structural steel on bronze ----------- 600 

Structural steel on babbitt metal or brass - - - 400 



16-4 



Structural steel on cust iron ------------ ^00 

Cross -head slides (speed not exceeding 600 feet 

per minute) ------------ $0 

(d) Journal and Pivot Peering^. - The pressure on 
pivots or step bearings for vertical shafts, and on journals, shall not 

exceed : 

On pivots, p ■ 6p . qOQ but not more than 900. 

nd 
On journals, p- 2^0,000 , but not more than 600. 

hd 
On collars, p -■ 50,000 , but not more thon 200. 

nd 
p = pressure in pounds per square inch 
n » number of revolutions per minute. 
d = diameter of pivot or journal or mean diameter 
of collar in inches. 

For crank pins and similar joints with alternating 
application and release of pressure, the bearing values given by 
the foregoing formulas may be doubled. 

(e) Shafts . - Circular shafts, trunnions and axles 
shall proportioned by the following formulas: 

f = 32 (3M-i^_ 

WT ( 8 8 V M^ + T^ 
S « Ijp y M 2 *T^ 

f - unit extreme fiber stress in tension or com- 
pression. 

S - unit shear. 

d - diameter of shaft at the section considered. 

M = simple bending moment computed for the distance 
center to center of bearings. 

T = simple twisting moment. 

In the case of reversal at the rate of 10 or more times a minute, in- 
crease M by 1/2. In this case, f shall not be reduced on account of reversal. 

If a shaft, trunnion, or axle has one keyway at the section where the 
maximum stresses occur, f and S shall be considered to be increased by 1/6; 
if two keyways , by 1/k- 

(f) Gear Teeth . - In spur gears and bevel gears, the load transmitter 1 
shall be taken as applied on 1 tooth only; in worm wheels, as being equally 
distributed between 2 teeth. 

A standard shaped tooth is one having the following characteristics: 

(a) The profile is a 20 degree involute curve; 

(b) The radial height outside of the pitch circle is closely - 
O.32 of the circular pitch; 

(c) The thickness of the tooth at the pitch circle is £ of the 
circular pitch. 

The allowable load on cut gear teeth of standard shape shall conform to the 
following formulae: ( ) 

W = psf ( 0.154 ~ 0.91E) 600 

( n ) 600+ V 



tf = the allowable load on the tooth in pounds. 
16-5 



s s the permissible stress in pounds a square inch; 
= 9,000 for bronze 
= 16,000 for steel 
f = width of face of tooth in inches. 
p - circular pitch in inches. 
V = velocity of pitch circle in feet a minute, 
n = the number of teeth in the gear. 
The allowable lead on machine molded teeth shall conform to the fore- 
going formula, taking s = lZj,000 for cast steel. 

For teeth not of standard shape, the following formula shall be useds 

W = sft2 X 600 

ZF~ £ooT V 

t ~ thickness of t, oth in inches at section under 

consideraton. 
r = radial height of tooth in inches measured from 
section where t is taken. 
The other symbols are defined as in the formula for standard teeth. 
For calculating the teeth of bevel gears, the middle section of the 
tooth shall be taken. 

The teeth of gears transmitting lower for the operation of the bridge 
bevel gears, and wheels in the gearing of any motor, shall be machine cut. 

16-06. DTAWINGS . - The swing bridge outline dra.ings furnished by the 
contracting officer indicate the neat lines of concrete lock walls ith the 
necessary dimensions of the trusses, deck, walkway clearances on top of the 
loc>. . ; all, a diagra maiic outline showihg the closed and open position of the 
bridge and a diagrammatic layout of machinery. The contractor shall without 
charge to the United States, submit design computations and stress sheets, 
in addition to detail drawings as specified in par. 1-02; ( c) . 

16-07. MACHINERY. 

(a) General . - The machinery shall be simple and substantial in 
design, mounted en self-contained steel frames or bases, securely bolted to 
the bridge steel work, and located' within easy access for inspection and 
servicing. The contractor shall furnish an outline drawing of the machinery, 
showing forces acting on the gear teeth, the twisting moment and the bending 
moment on shafts, ana other information necessary for computing the strength 
of the machinery parts, together with detail and assembly drawings so complete 
that machinery parts may be duplicated without reference to patterns, other 
drawings or individual shop practice. 

(b) Proportioning Machinery and Determining Power . - The mach: rtery 
shall be proportioned and power provided to move the span under the followihg 
conditions : 

(1) In normal time of opening: - with a wind load of 2\# per 
square foot of the vertical projection of one arm plus frictional resistance 
and inertia. 

(2) In twice the normal time of opening: - with a wind load of 
10# per square foot en the vertical projection plus frictional resistance and 
inertia plus an ice load of 2£# per square foot of floor area. 

(3). V/ith a wind load of 15 lbs. per square foot on the vertical 
projection of the bridge, the machinery shall hold the bridge in any position. 

(c) Machinery Fesistance . - The resisting forces shall be reduced 

to a single force acting between the pinion and operating rack, and the friction 
on the center discs in starting shall be Yj? 0% and in motion 1Q£. 



16-6 



(d) Brakes. - The brakes shall conform to the requirements of para- 
graph 9-14 . In addition the bridge machinery, including brake mechanism, 
shall be sufficient to step the bridge in 5 seconds. The braking capacity- 
shall be sufficient to stop the bridge in 10 seconds. If brakes act through 
machinery, the unit stresses produced in machinery by braking shall not ex- 
ceed li times those allowed for normal torque of the prime mover. 

(e) Aligning and Locking. - The contractor shall furnish suitable 
mechanism to align and lock the bridge securely in position, so that the 
bridge cannot be displaced either horizontally or vertically under the action 
of traffic. The operating mechanisms of end lifts and rail locks shall be 
independent, 

(f) Interlocking. - The bridge operating devices shall permit 
interlocking with the signal system, and the devices shall be so interlocked 
with each other that the operations for opening and closing of the bridge 
will be performed in a predetermined order. 

(g) Limit Switches . - Motors are to be provided with limit switches 
to control the various operations and shall meet the requirements of par. 3-15* 

16-08. ELECTRICAL EQUIPMENT. 

(a) General . - The contractor shall furnish and install the electri- 
cal equipment for the operation of the bridge up to the leads for the power 

to the motors, brakes and limit switches. The wiring from these points to 
the control panels and to the sources of power are under a separate contract 

(b) Mot ors . - The contractor shall furnish and install all the 
motors for the operation of the bridge in accordance with Section IX. 

(c) Current Requirements . - A curve shewing current required by 
the motors at the various stages 6f operating the swing span is to furnished 
by the contractor. 

16-09. RAILWAY TRACK. 

(a) Rails and fastenings. - The contractor shall furnish and place 
all rails and fastenings upon the bridge structure in accordance with the New 
York Central Railroad Standard Specifications, rails shall be 12j.9# Standard 
R. E. Girder Guard Rail Section. 

(b) Bridge Ties . - Bridge ties shall be 8*xl0"xl0' rough, dense 
structural long leaf yellow pine, dapped to give the required grade for the 
top of rail, and placed in accordance with the New York Central Railroad 
Standard practice. 

(c) Break in Rails . - Special rail castings of manganese steel shall 
be provided, for breaks at each end of the bridge and are to be of sliding rail 
lock type and are to be power operated. The portion of the lock rail and its 
supports beyond the faces of both jparapet walls are to be included in this 
contract. 

16-10 . HIGHWAY AND SIDEWALK DECK . 

(a) Highway Deck shall consist of open steel mesh deck grating as 
made by the Irving Iron Works Company or equal, and is to be '.velded to trans- 
verse sills supported on stringers. 

(b) Sidewalk peels shall be similar grating bolted to a reinforced 
concrete curb and a longitudinal steel channel. 

16-11. HANDRAILS. - The handrails for the sidewalk are to be extra strong, 
wrought iron pipe with malleable fittings, consisting two lines of l£" pipe 

16-7 



with 2» posts. 



» 



16-12. COUNTERWEIGHT . - The counterweight shall be of Class B (see 
par. 6-0g) concrete, supported by structural steel frames, and istobe made 
with pockets easily reached for adding or removing concrete balance, blocks. 
Tert blocks of concrete exactly like the concrete to be used in the counter- 
weight are to be made to measure the probable unit weight. Before the con- 
struction of the counterweight, the contractor shall determine the weights 
carefully from shop plans of all structural metal and machinery, deck mat- 
erial and counterweitht material in the structure, and adjust the counter- 
weight to give a good balance to the structure. 

I6-I3. ERECTION. - Before starting work, the contractor shall inform 
the contracting officer fully as to the method of erection he prcr.oeea to 
follow, and the amount and character of equipment he proposes to use, ;i?hich 
shall be subject to the approval of the contracting officer. The contractor 
shall submit plans for falsework, if required, to the contracting officer. 

16-14. PAINi'IKG. - Painting of bridge and machinery shall conform to 
Section :.TIII. 

16-15. TESTS AND QFERATI ON. 

(a) Machinery Test . - Before the main machinery is connected for 
transmitting power, it shall be given an idle run of 8 hours. 

(b) Hand Operated Test . - All machinery shall be hand operated 
for one cycle of operation before being electrically operated. 

(c) Completed Test . - All operating machinery shall be put through 
successive cycles of operation for a period of one hour. All bearings shall 
be inspected to detect the heating of parts, and any defects found in the 
adjustment of machinery shall be carected, and an additional cycle of oper- 
ations for one hour shall be made until all parts operate successfully. 

16-16. SUPPLEMENTARY SPECIFICATIONS-. - Wherever any points are not 
specifically covered by these specifications, the following specifications 
shall governs - 

(a) Specifications for Movable Railway Bridges - issued by the 
American Railway Engineering Association. -1935* 

(b) General Specification.': for Steel Railway Bridges, issued 
by the American Railway Engineering Association. - 19i|0. 

(c) Spare parts will not be required for the equipment on this 
bridge. 

16-17. PAYMENT. 

(a) Payment for_the "Swing Bridge" and machinery will be made at 
the contract price for the design, furnishing, fabrication, erection and 
painting of the bridge and machinery, including fixed metal and all other 
parts necessary for the complete bridge. 

(b) Pa rt ial Payments . - A partial payment of 60f o will be made on 
the estimated value of materials for the "Swing Bridge" and Machinery when 
the material arrives at the site of work. The balance will be pa id on 
acceptance of the tested, completed bridge. 



16-8 



Specifications: Robinson Bay Lock - Long Sault Canal 

SECTION XVII 

MISCELLANEOUS EQJJIBIENT 

17-01. GENERAL. - The lock shall be provided with one lower pool 
supply valve, two lock unwatering pumps and a sump pump, and three sluice 
gates. 

17-02. MATERIALS AID WORKMAI-SI-IIP. - All materials and workmanship 
shall be in conformity with the requirements of Sections VII, VIII, DC and 
XXIII. 

17-03. LOWER POQL SUPPLY VALVE. 

(a) General . - The contractor .shall design, construct, furnish 
and install one lower pool supply valve of the Broome type or equal, com- 
plete with frames, frame extensions, guides, hoist, including motor, and 
accessories, including the conduit lining as indicated on the drawings and 
as approved by the contracting officer. The valve shall be designed so as 
to be self closing under all heads up to and including the full hydrostatic 
head, without loading of the valve and without any mechanically applied force 
to effect a complete seating of the valve against the seal plates. The valve 
shall have a clear opening normal to the axis of the conduit as shown on the 
drawings. When sealed, the .valve shall be practically watertight. Sliding 
between the seal plates on the valve and the seal plates on the valve frame 
tall not be permitted and will be prevented by an adjustable bottom seal plate 
which can be adjusted from the down stream side of the valve after installation 
in the field. The lower edge of the valve shall be streamlined to reduce tur- 
belent flow when the valve is operated in a part-open position. The valve and 
frame will be designed so that no recess will be required in the finished con- 
duit floor. The valve shall be operated by means of cable and a cable hoist. 
The hoist shall provide means for manual operation, and shall be equipped with 
a suitable brake to hold the valve at any raised position, a limit switch to 
control the upward and downward travel, and a valve position indicator. The 
hoist shall be capable of lifting the valve at a speed not less than one foot 
per minute. The valve assembly shall include the valve, valve frame, valve 
frame extension, valve guides, guard angles, valve hoist, conduit lining, and 
other accessories needed for the proper operation. Unit stresses, proportion- 
ing of members, connections, and other details of design of the valve and hoist 
shall be in accordance with usual practice for such equipment and will be sub- 
ject to approval by the contracting officer. The contractor will be held 
responsible that the valve furnished and installed will not be subject to excess- 
ive vibration or "chatter" when operated at any part-open position under full 
hydrostatic head. 

(b) Inspection and Tests. - The valve and accessories shall be as- 
sembled in the shop for inspection by the contracting officer to insure that 
all parts fit accurately and are in proper alignment. After installation and 
before final acceptance the valve shall be operated through its entire length 
of travel a sufficient number of times to demonstrate to the satisfaction of 
the contracting officer that it conform to the specifications. 



17-1 



(c) Payment . - Payment for the lower pool supply valve, includ- 
ing frame, frame extensions, guides, conduit lining, hoist with motor, ac- 
cessories, and painting, will be made at the lump sum contract price for 
"Lower Pool Supply Valve". 

17-04. LOCK UirtfATERIMJ H3I.1P3. 

(a) General. - The contractor sha'll design, construct, furnish 
and install tvrc> lock unwatering puraps and one sump pump complete with all 
necessary accessories as indicated on the drawings or specified herein. 

(b) The unwatering pumps shall be designed for a capacity of 
9000 g.p.m. at 50 foot head, centrifugal, vertical shaft type with electric 
motor above. The accessories to be furnished with each pump shall include 
the necessary intake and discharge pipe, shafts and bearings, two gate valves, 
and one check valve installed in discharge pipe. 

(c) The sump pump shall be designed for a capacity of 200 g.p.m. at 
50 'foot head, centrifugal, vertical shaft type with electric- motor above, 
equipped with float switch and automatic starter. Tae accessories to be furnish- 
ed shall include the necessary intake and discharge pipe, shafts and bearings, 
one gate valve and one check valve installed in the discharge pipe. 

(d) Payment. - Payment for the lock unwatering pumps, installed com- 
plete with intake and discharge pipes, shafts and bearings, gate valves, check 
valves, sump pump with accessories and painting, will be made at the lump sum 
contract price for "Lock Unwatering Pumps". 

17-05. SLUICE GATES. 

(a) General. - The contractor shall design, construct, furnish, and 
install three sluice gates complete with guides frame and provisions for manual 
operation from the top of the lock walls, as indicated on drawings or specified 
herein. One gate shall be installed in the equalizing culvert to control pool 
elevation between upper miter gates, and two shall be installed in the equaliz- 
ing culverts to control pool elevation between lower miter gates. 

(b) The sluice gate shall be self-contained type with square spigot 
frame, adjustable sid.e wedges and non-rising stem, similar and equal to that 
shown in Table No. 10, Bulletin No. 25 of the Chapman Valve l.'anufacturing Company. 
It shall be 48"x43 ! ' size and shall be designed for a seating pressure produced by 
a 50 ft. hydrostatic head. The operating stems shall be of the lengths required 
to permit operation by removable hand-operated floor stands at the tcp of the lock 
wall, as indicated on the drawings. Stems shall be steel except for the threaded 
section which shalJ be bronze. 

( c ) Payment . - Payment for the sluice gates installed complete includ- 
ing frames and painting will be made at the contract price each for "Sluice Gate". 



17-2- 



Speci- -ons: Robinson Bay Lock - Long Sault Canal 

SECTION XVIII - PADJTS AND PAINTING- 

18-01. GEIIIRAL. The requirements set forth in this section include 
both shop and field cleaning and painting. Unless otherwise specified or 
authorized, all paint materials shall conform to the current Federal Specifica- 
tions wherever applicable, '."/here Federal Specifications are not applicable, 
material shall be as specified, or otherwise subject to the approval of the 
contracting officer. All colors shall be as specified or subject to the approv- 
al of the contracting officer. All paint, when applied, shall provide a satis- 
factory film and a smooth even surface, except when sand reinforced, and under- 
coats shall dry without excessive gloss, suitable for the proper application 
and adhesion of subsequent coats, as approved by the contracting officer. Where 
necessary, in the opinion of the contracting officer, to suit the conditions of 
surface, temperature, and weather existing at the particular time of application, 
the packaged paint may be thinned by the addition of not more than one pint per. 
gallon of mineral spirits (paragraph 18-I0(a)) immediately prior to application, 
provided that in no case shall the viscosity of the paint be reduced to a point 
where the specified maximum coverages will be exceeded. To distinguish several 
paint coats of the same color the contracting officer may require the addition ' 
of carbon , black to give each coat a different shade. 

18-02. SURFACE CLEANING AND PREPARATION. 

(a) Shop Cleaning;. - All surfaces of miter gates and segmental valves 
except interior surfaces of valves and air chambers shall be thoroughly cleaned 
of all mill scale and other foreign substances to base metal, by sandblasting 

or any other method approved by the contracting officer. All other exposed metal 
surfaces to be painted shall be thoroughly cleaned of all loose mills cale and 
other foreign material by v/ire brushing and/or flame cleaning. 

(b) Field Cleaning. - All painted ferrous surfaces of miter gates and 
segmental valves, except interior surfaces of valves and air chambers, shall be 
cleaned of all paint, rust, dirt, and other foreign matter by sandblasting. All 
other shop primed surfaces shall be cleaned of dirt, oil, or other foreign sub- 
stances by the use of mineral spirits or other approved cleaning agents, immediate- 
ly prior to the application of field coats, and all blisters and breaks in the 
paint film shall be cleaned to base surface by wire brush or scraper. 

(c) Protection of Surfaces . - Care shall be taken to adequately protect 
all machinery parts, threads, and finished surfaces during cleaning and preparation. 

(d) In hibition. - No shop inhibitive treatment will be required. All 
surfaces cleaned in the field by sandblasting, or equally effective method, shall 
be treated with a chemical rust inhibitor (paragraph 18-07) • The inhibitor shall 
be applied as scon after cleaning as practicable, and prior to formation of any 
forms of corrosion from atmospheric moisture, or otter causes. The inhibitor 
shall be applied by brush and permitted to dry. This chemical inhibitor however, 
shall be applied only under conditions such that the temperature of the surfaces 
to 7/hich applied and the air in contact therewith, are between 50 & 110 degrees F. , 
order to insure proper chemical reaction with the metal. After drying, any 
unneutralized reactive residue on the surfaces shall be removed by thorough wiping 






18-1 



with '.vet cloths. The inhibited surfaces shall then he permitted to dry 
thoroughly and shall be brushed with a broom to remove the dry duty reaction 
product, after which a standard priming coat of paint, as indicated, 'shall be 
applied as soon as practicable, but in any event prior to deterioration or 
destruction of the inhibited surface. Should the- inhibited surface be damaged 
or destroyed at any point by any means whatsoever, the surfaces shall be clean- 
ed and re-treated in approved manner prior to application of the paint. 

18-03. PAINT APPLICATION. 

(a) All painting shall be done in a neat, thorough, and workmanlike 
manner. Except where otherwise specified or specifically directed, all paint 
coats shall be applied by either brush or spray in such manner as to produce 

an even coating of uniform thickness completely coating all corners and crevices. 
All painting shall be done by thoroughly experienced workmen. Care shall be 
exercised during spraying to hold the nozzle sufficiently close to the surfaces 
being painted to avoid excessive evaporation of the volatile constituents and 
loss of material into the air. Paint shall be applied only to surfaces that are 
thoroughly dry and only under such combination of humidity and temperatures of 
the atmosphere and surfaces to be painted as will cause evaporation rather than, 
condensation. A practical test is to wipe a damp cloth on the surface to be 
painted. If the moist streak dries promptly conditions conducive to evaporation 
prevail. In no case shall any paint be applied to surfaces upon which there is 
frost or moisture condensation, or during rainy or misty weather, without suit- 
able protection as approved by the contracting officer. Painting during unfavor- 
able weather conditions shall be carried on under a protective covering erected 
for this purpose. While any painting is being done, the temperature of the sur- 
faces to be painted and of the atmosphere in contact therewith shall be maintain-' 
ed at or above 50 degrees F. All paint when applied shall be approximately (within 
fifteen degrees of) the same temperature as that of the surface on which it is 
applied. Where protection is provided for paint-surfaces, such protection shall 
be preserved in place until the paint film has properly dried and removal of the 
protection authorized by the contracting officer. Items which have been painted 
shall not be handled, worked-on or otherwise disturbed until the paint coat is 
completely dry and hard. After delivery at the site of permanent erection or 
installation, all shop-primed metal work shall be kept clean and free from cor- 
rosion. The surfaces shall be repainted or retouched from time to tine, when 
in the opinion of the inspector it becomes necessary, using the same type of 
paint as the priming coat, //here field-painting at the site has been commenced 
on any portion of the ..ork, the complete painting operation, including priming 
and finishing coats, on that portion of the work, shall be completed within 30 
days after the date of such commencement. All coats on all painted surfaces 
shall be unscarred at the time of application of all succeeding coats, and when 
in the opinion of the contracting officer it becomes necessary* all coats shall 
be maintained by retouching or repainting, using the proper paints for the 
respective coats. After completion of painting, all glass, woodxiork, and hard- 
ware and other surfaces not required to be painted shall be cleaned to the 
satisfaction of the contracting officer. 

(b) Coverage . - The surface area covered per gallon for each type 
of paint specified shall be not greater than the following: 

On smooth metallic surfaces: 

1st Priming Coat 600 3q. Ft. 



18-2 



2nd Prilling Coat l\25 Sq. Ft. 

1st & 2nd Finish Coats 550 " » 



On sanded priming coat: 



Sanded Primer Coat 4 2 4 Sq. Ft. 

1st Finish Coat 250 ■ " 

2nd Finish Coat -' 300 " « 

3rd Finish Coat 400 H " 

18-04. PRBIING- COATS. 

(a) Unpainted Surfaces . - The surfaces of all ferrous metal work 

to be embedded in the concrete, machined surfaces, surfaces requiring weldings, 
and surfaces which will be in riveted contact shall not be painted unless other- 
wise specified. 

(b) Shop Priming . 

(1) Unless otherwise specified all exposed ferrous metal shall 

receive one shop coat of Synthetic Red Lead Primer. 
1 

(2) Machinery and mechanical equipment (except threads and 
finished surfaces) subject to exterior atmospheric exposure, shall receive one 
shop coat of Synthetic Red Lead Primer. 

(3) Interior machinery, mechanical and electrical equipment 
shall receive at least one priming coat of an approved synthetic-varnish paint 
compatible with the synthetic enamel approved for finish coats. 

(4) Machined surfaces shall, immediately after final inspection 
be thoroughly cleaned of all foreign matter and coated with Rust Preventive 
Ccnpound, U. S. Army Specification 2-82jA. 

(5) Screw threads shall be protected by a coating of heavy oil. 

(c) Field Priming. 

(1) All ferrous surfaces of miter gates and segmental valves 
except interior surfaces of valves and air chambers, shall be treated as 
follows: After cleaning by sandblasting, the surfaces shall be inhibited and 
painted with one coat of Synthetic Red Lead Primer. In this coat, a heavy 
uniform course of perfectly clean sand (see paragraph 18-11 (f)) shall be 
thoroughly and uniformly embedded within 15 minutes after application of the 
paint, or in any event before the paint has set to such extent as to prevent 
the proper embeddment and adhesion of the sand particles. The sand shall be 
applied by air spray at reduced pressure or in any other manner which will in- 
sure thorough embeddment of the maximum volume of sand particles without ap- 
preciable movement of the paint film. This coating shall be allowed to dry 
for a minimum of 48 hours prior to application of finish coats. 

(2) All other surfaces shall receive a second priming coat of 



18-' 



Synthetic Rod Lead Primer after filial erection in place in the structure. 
Surfaces which will be inaccessible after erection shall be painted prior 
thereto, 

18-05. FINISH C0A1S. 

(a) General . - Unless otherwise specified, or authorized, the 
sand reinforced painted metal shall be given three coats of G-ray Finish 
Enamel (See paragraph l8-06(d)). Exposed primed surfaces of all other metal 
work shall receive 2 coats of Gray Finish Enamel. The priming coat over 
which it is applied shall be thoroughly dry and hardened, and at least a 
24-hour interval shall be allowed between two successive finish coats and 
not less than 5 3ays for hardening of the final coat before being submerged 
in water. In any case, all finish painting shall be completed within 30 days 
after application of the first field-priming coat. 

C°) Interio r Mechanical and Electrical Equipment and parts for 
installation within buildings, and not subject to either water or atmospheric 
exposure, shall, unless otherwise specified or authorized, receive two coats 
of Keat Resistant Primer and Finish-Metal, except that parts not subject to 
temperature in excess of 150° F. may be given two coats of a high quality 
synthetic resin enamel, similar and equal to "Lustrlife" Enamel as manufactured 
by the St. Louis Surfaceer and Paint Company, St. Louis, Missouri. 

18-06. PAINTS AND PAINT FOR.ULAE. 

(a) General. - Paints shall have the composition as indicated below 
and shall be of a color matching the color clips attached or as otherwise ap- 
proved by the contracting officer. All paints shall be guaranteed by the manu- 
facturer not to gell, liver or thicken deleteriously or form gas in a closed 
container within a period of one year from date of manufacture. 

(b) Processing, of Paints. 

(1) Except where otherwise specified or authorized, all paint 
shall be made by grinding together dry or paste pigments and a liquid vehicle 
to form a smooth paint that will flow freely and will not settle or react 
deleteriously in containers. 

(2) Grinding shall produce a fineness such that coarse particles 
and skins will not exceed 1.5 percent (total residue left on No. j2_5 mesh screen, 
based on pigment). The grinding shall be done in a roll or pebble mill at tem- 
peratures that will not cause polymerization. 

(3) Skinning shall be negligible after exposing 6 ounces of paint 
in a tightly closed 8 ounce glass container to sunlight for a total time of 24 
hours. 

(4) The resulting paint shall have satisfactory brushing and level- 
ing properties, shall set to touch in not less than one hour nor more than four 
hours, unless otherwise specified, and shall provide a satisfactory film and a 
smooth even surface without undue gloss, suitable for proper application and 
adhesion of subsequent paint coats, as approved by the contracting officer. 

Sufficient suitable driers shall be added to note the paint dry hard -.vithin 



18-4 



IS hours, 

(5) In view of potential variations resulting from variable process- 
in lipnent and technique, the rsanufacturer nay be allowed, where necessary 
to produce the specified viscosities, to make slight changes in formula propor- 
tions, subject to specific approval of the contracting officer. 

(c) Synthetic Red Lead Printer , to be used under all gray enamel 
finish coats shall be composed of materials conforming, where applicable, to 
the specified requirements and mixed in the proportions as follows; 

Red Lead --------- l6.5% by weight 

Iron Oxide 38.2% 

Zinc Yellow 5.5% 

Diatomaceous Silica - - - 6.0% 
Vehicle (See par.18-08) - 28.0% 
Thinner 5.8% 

'The paint shall have a consistency of flow of between 25 and ZuO seconds through 
the 0.15 inch diameter orifice of a standard consistency cup when tested in ac- 
cordance with the procedure specified in paragraph 9 and 10 of A.3.T.M., Speci- 
fication D 333-31 f° r "methods of Testing Nitrocellulose Clear lacquers and 
Lacquer Enamels". It shall have satisfactory brushing and leveling properties, 
shall set to light touch in not less than 2 hours nor more than 5 hours, and 
shall dry hard for recoating in not more than 18 hours, when tested in accord- 
ance with paragraph P-2d of Federal Specification TT-V 8la, entitled "Varnish j 
Llixing (for) Aluminum Pd.nt H . The vehicle shall be a synthetic resin varnish 
consisting of a phenol formaldehyde resin with the necessary goils and volatile 
thinners to produce elasticity, water-proofness, adherence, and durability in 
the finished paint film. It shall meet the detailed requirements of paragraph 
18-08. 

(d) Gray Finish Enamel. - Unless otherwise specified, all finish 
paint for all metal surfaces shall have the following composition and properties: 

Coloring pigments --------- 0.5 lbs.(approx.) 

Lead Ti tana te 3.0 lbs. 

magnesium silicate -------- 1.0 lbs. 

Acicular Zinc Oxide -------- 0.25 lbs. 

Vehicle (see par. 13-08) - - - 1.0 gallon 

The paint shall have a consistency of flow of between 18 and 40 seconds through 
the 0.15 inch diameter orifice of a standard A.S.T.H. consistency cup. The 
enamel shall have good self leveling properties and when brushed or sprayed on 
a vertical surface at a coverage rate of 5°0 square feet per gallon shall dry 
hard and elastic without running, streaking or sagging. 

( e ) Gray Heat Resistant Primer and Finish Paint for Metal 
shall have the following composition; 

- 
Coloring Pigments ------1.0 pound (approx.) 

Titanium Dioxide - - - - 3.0 pound 

Vehicle --------- - - 1.0 gallon 






Driers - sufficient approved driers to make the paint dry hard in 10 hours. 



18-5 



The vehicle shall be a glycerol-phthalate resin varnish of the follow- 
ing composition: 

G-lycerol-Phthalate Resin Solution - - 3/Zj. gallon 
Mineral Spirits 1/4 gallon 

The glycerol-phthalate resin solution shall consist of 70 percent by 
weight of glycerol-phthalate resin dissolved in 30 percent by weight of xylol 
and shall be similar and equal to "Rezyl" No. 110, Solution No. "C" as manu- 
factured by the American Cyananide & Chemical Corporation, 30 Rockfeller Plaza, 
New York, IT. Y. 

18-07. CHSLIICAL RUST INHIBITOR, to be used where specified or required, 
shall be an approved compound of water, a wetting agent, a viscosity agent, 
phosphoric acid, and sodium dichr ornate. The concentration of the solution 
at the time of application shall be such that the Crthophosphoric acid (H Q P0, ) 
content shall be between 7«0 and 9,0 percent (by weight) and the Sodium 3 ^ 
Di chroma te approximately 0.75 percent. Commercial chemical rust inhibitors of 
composition somewhat different from this may be acceptable in lieu thereof, 
subject to approval by the contracting officer of results of approved tests 
showing that the inhibiter, when applied in accordance with instructions of 
the manufacturer, will identically affect ferrous surfaces as the specified 
compound in the following ways : 

(a) Chemically react with rust and surface metal to etch the surface, 
form a dull grayish coating of iron-chroma te -phosphate, and produce a rust-inhibited 
surface receptive to the firm bonding of the priming paint. 

(b) After initially being thoroughly dried, the inhibited surface 
shall show no deleterious rusting when subject to light rain or to other 

dampening agency for a period of not less than 4 hours. 

(c) Lsave no unneutralized active chemicals on the surface. 

18-08. PHENOLIC RESIN VARNISH VEHICLE shall conform to the following 
requirements: 

(a) Oil-resin ratio shall be 33 gallons of oil to 100 pounds of rosin. 

(b) Shall be clear and transparent and entirely free from rosin, 
estergum or other non-phenolic resins. Not less than $0 percent by weight of 
the vehicle shall consist of non-volatile oil and resin. 

(c) The resin content shall be 100 percent para phenyl phenol-formal- 
dehyde condensate similar and equal to Eakelit BR 2j4» and shall conform to the 
current U. S. Navy Department Specification 52R10 entitled "Resin Phenol -Formal- 
dehyde . " 

(d) The volatile thinner shall contain not more than 80 percent 
mineral spirits and not loss than 20 percent high flash coal tar naphtha or 
high f.laph hydrogenated petroleum naptha and shall be free from toxic hydro- 
carbons such as benzol. 



lt'—O 



(c) The oil content shall be a ternary oil mixture composed of 
2j.QJS linseed, J0~; liquid oiticicn, and $6% "dehydrated" castor oil. 

(f) The flash point shall be. not below 30° C. in a closed cup tester. 

(g) Shall pass a Xa'uri Reduction Test of 120 percent, using the 
tiiod described in paragraph F-2g, Federal Specification TT-V-81 for "Varnish; 

liixinj (for) Aluminum Paint." 

(h) Shall show no skinning after l\.Q hours in a 3/I1 filled, tight 
container. 

(i) Flow-out films on tin plate panels dried 72 hours shall withstand 
immersion in cold water for 96 hours, and in distilled water at 200° F. for 7 
hours without showing more than a slight haze which shall disappear within one 
hour, and shall show no other signs of deterioration. The panel shall be allow- 
ed to dry and cool for 15 minutes 'after 'removal "from hot water and shall then be 
inspected for signs of failure. 

18-09. pigi.isnts. 

(a) Carbon,, Black shall conform to either Federal Specification TT-B-601, 
entitled "Boneblack; Dry, Paste-in-Japan, Paste-in-Oil" or Federal Specification 
TT-]>71 entitled "Lampblack; Dry, Paste-in-Japan^ Paste-in-oil. tt 



(b) l ead Titanate shall be similar and equal to Titanox "L," as manu- 
factured by the Titanium Pigment Corporation. 

= C o Red lead sliall conform to Federal Specification TT-R-191a (97) 
percent Grade for, ."Red Lead; Dry and Paste-in-Oil." . 

(d) Iron Oxide shall contain not less than 98 percent Fe and shall 

■'-■: . 2 3 

not contain any organic coloring matter. 

"..-.-. ' " . 

(e) Diatomaceous Silica shall be an approved commercial grade. 

(^) Zinc Yellow shall contain not less than 4° percent C.rO 

3. 

in - . " ■ ■ 

-Jt" shall be a basic zinc potass ium .chromate, soluble in acetic acid, free from 

load compounds, and containing ho added zinc oxide, and shall be stable or non- 
reactive with the pigments and vehicles specified. 

(g) Titanium Dioxide shall be similar and equal to either "Ti-Pure 0" 
as -manufactured by Krebs Pigment & Color Corporation or "Titanox NC" as manu- 
factured by the Titanium Pigment Corporation. 

18-10.. THINNERS AND .SOLVENTS. 

(a) l.iineral Spirits shall have the following properties: 



18-7 



Gravity - '• — - 43-37 degrees gaume 

Flash Point (Closed cap) - 100 degrees F. I.Iin. 
Initial Boiling Point — 300-310 degrees F. 
End Point -------- 405 degrees F. Max. 

A.3.T.M. Copper Strip Test Negative 

Solvency (Kauri-Butanol) - 41 cc(a) 77 degrees F«I.;in« 

(b) Di pentine shall have the following properties: 

Maximum Minimum 

Specific Gravity at 15.5°C. 0.&54 0.345 
Refractive Index at 20°C. 1.477 1.472 
Unpolymerized Residue (per- 
cent 38NH.SO) 2.5 

A.S.T.i.i. Distillation Range: 

5% Distilling at 173 degrees C. 

10% Distilling at 175 degrees C. 

97£ Distilling at 188 degrees C. 

Color- Lovi bond 500 Amber - 3 

Appearance: Clear and free from suspended matter. 

(c) Toluol shall conform to U. S. Navy Department Specification 52T7 
entitled "Toluene (Tulouol)," except that it shall have a solvency (Kauri-Butanol 
Method) of not less than 100 cc. at 77° F. 

(d) Xylol shall conform to A.S.TJvI. Specification D364-36 for 
"Industrial Xylene (XYlol) or "Solvent Naphtha ", except that, it shall have a 
solvency (Kauri-Butanol Method) of not less than 93 cc. at 77° F. 

(e) Normal Butyl Alcohol (Butanol 1 ) shall conform to A.S.T.M. Speci- 
fication D304-33 for "Butanol (Nor aal Butyl Alcohol)." 

(f) Ethylene Glycol Monoethvl Ether shall conform to A.3.T.M. Speci- 
fication D331-35 for "Ethylene Glycol I.'.onoethyl Ether." 

18-11. MIS CELLA! SOUS MATERIALS. 

(a) Oil, Linseed JJJ-0-331 for "Oil; Linseed, Boiled," or JJJ-0-33^, 
for "Oil; Linseed, Raw," as specified or required. 

(b) Insulating Varnish . U. S. Navy Department Specification 5 2 -V-13b t 
entitled "Varnish; Insulating, (for) Electrical Purposes." 

(c) Creosote Paint for surface treatment of timber shall conform to 
Federal Specification TT-77-56la, entitled !! .;ood Preservative, Creosote (for) 
Brush and Spray Treatment." 

(cl) Ortho-Phosphoric Acid (H c P0 ) f shall be a commercially pure 
uroduct, in liquid form, containing not; less than 75 percent E-P0, • 



18-8 



(e) Sodium Dichro:v..te . (IfcgCr^,), shall be a commercially pure product 
in crystalline form containing not less than 85 percent Na2Cr207. 

(f) Sand shall be perfectly clean, dry, de -dusted, silica sand particles, 
aded so that not more than $% will be retained on a Ho. 30 mesh sieve and 

not more than 5/S vri.ll pass a No, 50 mesh sieve, and sliall be obtained by a 
vret-washing process. 

18-12. nspacTio::. 

(a) Unless" otherwise specifically authorized, inspection of all materials 
for the paints ana. chemical rust inhibitor and the manufacture thereof, will 
be made by a representative of the contracting officer. All samples of mater- 
ials and of the finished processed products will be tested and analyzed for 
conformity with the specifications by the 'Government.' The inspector will col- 
lect for testing, samples of s'ach of the materials to be used in the manufactur- 
ing processes and will then seal the material containers unt^l test results from 
the samples indicate that the various materials conform to specifications. He 
will witness the breaking of the seals on the approved material containers and 
the compounding of ..the -materials for . the. product being manufactured, will collect 
samples of the finished product for testing, and will witness the placing, seal- 
ing, and labeling of the finished .product in containers for shipment. After the 
finished products have successfully passed the prescribed test, shipment of the 
sealed containers will be authorised. 

(b) In the case of ready-mixed' and packaged paints of standard manufacture, 
other than those specified by trade name, the contractor shall furnish a sample 
in the standard stock package, together with a certified copy of the complete 
chemical analysis, for -est and 'approval by the contracting of ficer. 

'. " ■ .- ■ ''.'■...■''■"'' 

I8-I3. PAI1TI FOR IA.IIvTEIIA1TCl] . - To insure that paint used for maintenance 

afi.^r c -imp let ion Of the work, shall -match the original, the contractor shall 

furnish to the Government not less than one gallon and not more : than ten gallons 

of each color used. The quantity of each color furnished sliall be determined by 

the contracting off icer from consideration of the severity of usage to which the 

surface on which it is applied is likely to be subjected'. _ 

iS-lli.. PASHEJNT for all paint and painting will be included in the contract 
price for the respective metals or items painted. 



18-9 



Specifications t Robinson Bay Lock - Long Sault Canal 

SECTION XEC 
RAILROAD AND HIGK57AY 
l^zOl. GENERAL, 

(a) Permanent Railroad and Highways. - The contractor shall 
construct a permanent railroad and permanent highway as shown on the draw- 
ings. The permanent railroad shall extend from a turnout on the Long Sault 
Sam access railroad built by others on the south side of the lock thence 

up to and along Dike #3, across the bridge over the lock and then along 
the crest of Dike #4 to a turnout on the aforementioned Long Sault Dam 
access railroad. The permanent highway shall extend from a point on Horton 
Road on the south side of the lock up to and across the bridge ovor the lock 
thence along the crest of Dike #4 to connect with the Long Sault Dam access 
highway built by others. 

(b) Access to Lock Site - Prior to delivery of any materials 
furnished by the Government the contractor shall hare completed railroad and 
highway connections from the aforementioned points on the south side of the 
lock to the site of the work. These facilities may be constructed at the 
locations shown on the drawings and as specified herein for the permanent 
railroad and highway, in which case payment will be made as provided herein 
for the various items of the permanent work* If he so elects the contractor 
may construct temporary railroad and highway connections at other locations 
as approved by the contracting officer in which case no separate payment will 
be made therefor. 

(c) Removal of Temporary Facilities * 

(1) The contractor shall remove the Long Sault Dam temporary access 
railroad between the aforementioned turnout points on the north and south 
side of the canal as indicated on the drawings. This removal shall not be 
started until the permanent railroad described in (a) above has been com- 
pleted and open to traffic. This work shall consist of the removal of the 
rails and ties and appurtenances all k of which shall become the property of 
the contractor and shall be removed from the site of the work. Measurement 
for payment will be made along the center line of the temporary railroad. 
Payment will be made at the contract price per linear foot for •Removal, 
Temporary Railroad B # Any other temporary railroads built by the contractor 
for his own convenience shall be removed at no cost to the Government. 

(2) The plug left across Long Sault Canal for the temporary access 
railroad and highway to Long Sault Dam, as shown on the drawings, shall be 
removed to the indicated lines and grades, in accordance with Section II. 
Payment will be made at the contract price per cubic yard for "Excavation, 
Common •• 

(3) The gap left in dike #3 ?°r the temporary access railroad and 
highway to Long Sault Daxa, as shown on the drawings, shall be closed with 
dike embankment to the indicated lines and grades, in accordance with 
Section III. Payment will be made at the respective contract unit prices 
for the various items of work required. 

(d) Use and Maintenance of Railroad and Highways. - Other 
contractors shall have the privilege of using any portion of the railroads 
and highways which have been completed under this contract. The contractor 
3hall maintain in serviceable condition during the life of the contract all 
railroads and highways built by him, to the satisfaction of the contract"' ig 
officer. No separate payment will be made for such maintenance. 



19-1 



(e) The following specifications in paragraphs 19-Q2 
to 19-15 inclusive apply only to the permanent railroad and highway 
construction included in this contract* 

19-02. FORI^ATION OF ROADBEDS . 

(a) Alignment . - The center of roadbed for the permanent rail- 
road and highway specified in paragraph 19-01» shall conform in align- 
ment to that shown on the drawings. 

(b) Grade Li ne. - The grade line on |he , alignment- drawings for 
the railroad denotes sub-grade, and this term indicates the ..tops , of 
embankments, cuts or fills ready to receive ballast., , The grade line 
for the highway indicates the top of the finished roadway surface. 

(c) Width of Roadbed . - When properly compacted and finished, ' 
the roadbeds sliall conform to the dimensions sho./n on the drawings. 

19-03 CLEARING AND GRUBBING. -Clearing and grubbing shall con- 
form to paragraph 2-01, and no* separate payment will be made. 

19-04. EXCAVATION AND .EdBANEOTF." - - ; Excavation and embankment 
construction snail conform to Sections ,11 and III. Payment will be 
made at the respective contract unit prices for the various items of 
work required. 



19-05 DITCH3S.- Ditches shall be excavated on the uphill side . 
and above all excavations where, the original ground slopes toward the ; 
roadway, . and elsewhere as indicated on. the? drawings or^ ordered by the 



contracting officer. Intercepting ditches snail also be constructed 

at the foot of all embankments. 5 w&ere deemed necessary and to the waterway 

which t is provided to ,fcake 'sapjfyf^^Egsjim^ the roadway. .Where,, directed 




from. ^nfefeaH|ipk v ^'|chQa ju^^gaugL^s^^ on the, downhill .^side of ^he r 
ditch and .shall be neatly formed and sloped to an embankment section as 
directed by the ^^ . contract fng off icer. Payment, will be made ; , at the con- r t_i^ 
tract unit price |^eSMfe TO&B W?Wfe Wfe 

I9-O6. SUPERELEVATlpH. - The following .amounts of superelevation ; 
for railroad curves .shall boused j 

-.0 mm ' sad ■' ; qayojjis'i ■ zpa&in .•■' ■ ' 

1 -OQV curves 3/4 inch 5a^0O« curves 3 3/4 inch , , o 

2 o -00' ," : . 1 1/2 mch ^-00- w 4^f." v 

fo"°°; ° 2 ^.^° h 7 o -00V. " ,: - ,5^4,inch.. 

4 -° ■- _":.■■ ( .Mju , ..: ©o-jft pr ^ rea ^ r ; .: aJbjsj : CXiw 

Highway widening and superelevation shall be as indicated on the- 
drawings. 

19-07. GRAVEL FILL BASE, r . Material for gravel fill, ..bases where 
indicated on the drawings sliall be run^of-bank sand and 'gravel passing, 
a 4 inch n.esh screen as approved by the .contracting off icer.' Gravel 
containing an excess of clay, s ilt' or other vunsui table materials as 
determined by the contracting officer sha^l not be used. Embankments, 
shall be constructed to final dimensions and grades free from ruts .and 
depressions prior to the placing, of gravel. Placing and. .compaction of 

.... -, ..- 1 

19-2 



the gravel base shall be done in accordance with the specifications 
of the State of New York, Divisions of Highways, item 39 - "Foundation 
Coarse-Run-of-Bank Gravel", Payment will be made at the contract 
unit price per cubic yard for "Gravel Fill Base", measured to the 
lines indicated on the drawings. 

19-08. CULVERTS 

(a) The contractor shall furnish, all materials, labor and 
equipment required for installing corrugated iron drainage culverts 
conforming to paragraph 7-09 » as indicated on the drawings. The lengths 
of culverts shall be as directed by the contracting officer. 

(b) Payment for culverts will be made at the contract price per 
linear foot for "Pipe, Corrugated Iron, 24-inch diameter". 

19-09. BALLAST FOR RAILROAD 

(a) Efeterials - Crushed rock for ballast shall conform to the 
latest A.R.E.A. "Specifications for Stone Ballast". Ujoder quality re- 
quirements of this specification the test limits under "Suggested 
Specification Limits" shall conform to the requirements of Classification 
C. 

(b) Ballasting and Surfacing. The contractor shall furnish and 
spread ballast of the kind and quality specified, raise, line, surface 
and tamp the track to stakes set by the contracting officer, and finish 
the ballast surfaces accurately to the detailed section shown on the 
drawings to the satisfaction of the contracting officer. 

(c) Measurement and Payment . - Ballast material accepted and 
placed as a part of this work will be measured in cubic yards in place 
within the section as shown on the plans, and no payment will be made 
for additional quantities required to provide for shrinkage and settle- 
ment into the roadbed, superelevation of outer rail on curves, for 
handcar rests, road approaches and crossing, hand-car houses, etc. 
Volume of ties lying within the ballast sections shall be deducted 
using nominal 7" x 9* dimensions in computing quantities of ballast. 
Payment for furnishing ballast material so measured will be made at the 
contract unit price per cubic yard bid for "Ballast". This payment 
shall constitute full compensation to the contractor for all expense 
necessary to furnish and transport ballast material to the work and 
placing in full conformity with the Plans and Specifications. 

19-10. TIES. 

(a) Physical Requirements - Cfioss ties shall be sawed or hewed 
ties, 8 feet long, and shall conform .fo Federal Specification KL1-T-371 
dated May 26, 1957 for "Ties, ^ood; Cross and Switch", size No. 5, 7 
inches thick by 9 inches wide on top. All ties shall be creosote treated 
in conformity with the latest Federal specifications. Switch ties shall 
conform to the quality of the above specifications, and their lengths 
will be shown on the plans. Payment for switch tiee will be included 
in payment for cross ties. 



19-3 



00 Placin g. ,- All .-main, track shall be laid with 18 cross 
ties per 33 foot rail, and' side tracks with 16 cross ,tie ; s per 33 
foot rail. A proportionate number of ties shall bo laid under. • 
shorter rail sections. 

(c) Measurement and Paym ent. - Measurement for ties will 
be per cross tie, and payment for furnishing and installing will 
be made at the contract unit price each for "Cross Ties ", and shall 
include all treatment and expense necessary to furnish and place 
ties in accordance with the plana and specifications* 

. . . 

19-11 TRACE. 






' 



(a) 



■ . ■■.■■.. 
Materials. - The contractor shall furnish all rails and 



appurtenances meeting the A.R.E.A. specification for a 110 pound rail 
section. 



(b) Laying. 

oil Claris . ./ . - 

(1) Rails shall be spiked with four spikes per tie On 

tangent track and spikes staggered in each tie plate. On curved track 

two additional spikes per tie will be required unless otherwise direct-, 

ed by the contracting officer and these extra spikes must be placed on 

the inside of each rail. Spikes must be started vertically and squarely 

in spike hole of the tie plate and driven straight to .full bearing on 

the base of rail. . Where spikes are withdrawn the hole -.ust be plugged, 



using a standard tie plug, , at the contractor's expend 



3 



I 



( 2 ) Tracks- must be laid . to „ s tandard gage of four f ea t , 
eight and one-half inches on tangents and on curves of six degrees or 
less. Gage should be widened one-sixteenth of an inch for each degree 
over 6 degrees to a maximum of four feet nine inches as directed in each 
case by the contracting officer. , The; alignment must be maintained; on 
outside rail and the extra width of gage { applied to inside rail. , This 
extra width should be uniformly decreased on the spiral from the point 
of the circular curve to the point of .tangent, or uniformly graduated 

in the first rail length of a simple curve, eB j 

(3) Alignment of tracks shall conform strictly to the center 
line stakes and the top of rail shall conform strictly to. the grade stakes. 
Rails must be laid with broken joints in all tracks. In main track the 
joines on one side must not vary more than one foot in either direction 
from the center of the opposite rail. Rails less than standard length 
shall be used for curves to bring the joints to their proper position.' 
'.Then laying up to the switches a combination of rails less than standard 
length must be used to avoid cutting if practicable* 

(4) In laying rail the ends shall be: properly spaced to 
allow for expansion as directed by the contracting officer and rails 
must be laid consecutively to line and gage, one at a time and, fully 
bolted before spiking. The practice., of coupling up long stretches of 
rail and subsequently throwing to line will not be permitted, 

(5) In cutting rail, a saw or chisel should be used. Use of 
torch will not be permitted in cutting rails or bolt holes. All neces- 
sary new bolt holes shall be drilled* 



19-4 



(6) Joints must be properly put on with the full number 
of bolts, nuts, spring washers and nuts screwed up tight. Bolts must 
be gone over and re tightened at short intervals until all are tight. 
Bolts shall be placed with nuts alternately on the inside and outside 
of rails. Spikes should not be driven in the joint bar slot3 or at 
the ends of joint bars where the spikes may interfere with free move- 
ment of the rails. 

(7) When laying rails, care must be taken to avoid locat- 
ing joints in road crossings, in handcar set-offs or on ends of bridges 
or trestles. 

(c) Measurement and Payment 

(1) Measurement for tracks laying will be made along the 
centerline f rem a point of beginning to a point of ending. 

(2) Payment for track laying shall include the furnishing 
of all rails and appurtenances and will be made at the contract unit 
price per foot for "Track Laying*. , 

19-12 SIGNS AND MARKERS. All necessary signs and markers shown 
on the drawings or required by the contracting officer shall be in- 
stalled conforming to the standards of the New York Central Railroad. 
Payment for all signs and markers shall be included in the contract 
unit price for "Track Laying". 

19-13. BimUNOUS MACADAM ROAD SURFACING. 

(a) General. - On top of the 9 inch gravel base, paragraph 
19-07 • the bottom course of the roadway surfacing shall be a 4 inch 
bituminous macadam penetration course, and the top course 2 inches 
plant mix bituminous macadam. 

(b) Bottom Course. - The bottom course bituminous macadam 
shall be 4 inches thick after compaction and rolling. The materials, 
methods of work, surface testing, and other items shall conform to 
the specifications of the State of New York, Division of Highways, 
Item 45 - S - Bottom Course Bituminous Macadam - Penetration Method. 
The asphalt shall conform to Item 64P-A and the amount used shall be 
two fallons per square yard or as ordered by the contracting officer. 

(c) Top Course. - The top course bituminous macadam shall be 
2 inches thick after compaction and rolling. The materials, method 
of work, surface testing, and other items shall conform to the speci- 
fications of the State of New York, Division of Highways, Item 53 - 
Top Course Bituminous Macadam - Mixing Method, Type 3» 

(d) Payment. - Payment for the bottom and top course of read 
surfacing will be made at the contract unit price per square yard 

for "Road Surfacing" which payment shall include all materials, plant, 
and labor necessary for completion of the roadway in accordance with 
the drawings. 

1 

19-14 HIGHWAY GUARD RAIL. 

(a) General . - A two wire guard rail shall be installed on both 
sides of all embankments greater than 5 feet in height and elsewhere as 
directed by the contracting officer. Posts shall be 8 inch fir, sound 
and free from defects. All posts shall be pressure creosote treated foi 



19-5 



the f ull.lgngtji ji^^qgr^cp ,#■$, £^ffi3WifW3ttnrt M>t ra ^ fl?<wif i- 

cation rc*57^*or^^ ;.,,, ^ 

size o-nd,-.a|uri^. J i^^te^ , Creole, sh£& e^fi^^o^^eral Speeif i- ; 
cation TSUrMPx &J- ^ Q 3i^ a VrtM&&M$> W93h WfiHfi^SSfeU* 1 ^^! 

rope sh^rofiPQ^^xfi^f^A^S^^^^ ^riRT^W^WTOtW^ 4 ^ 
January 1941 for "Rope, Wire", for Type III, 3 by 7, annealed pteel, ; 

£jol vani^vd, v(i.Tft ,r^pe^ ^^^or^c^fe =^^15 ?&&¥ grfMi^ttj KP t£ ft fP 8 ** 8 
and fitti^B)^U ; b& ^lT^i^4 J ^^o;:l^riP« t ^^ll be, 3£t.pli*fe# : r 
evenly spaced, and true to lines and grades a3 indicated on the drawings.- 
Ihe wire shall be put through hook bolts, ^el^^^s^^^^^^^^Q^f 1 -* 
and shall be dravm taut and fastened securely on" tio%K~Wi83 as" InSlcated. 




provided *t the-ead^ a^i a£ iBftr&lSjSK ft& %&bsBA&!J#&*A m%& Us 
drawings. »«3hx^b..I afos'xT" nol tfool isq so. 

(b; Payment* - Eayrnent for furnishing and installing of ^uard 
rail, conpletvt,, ^llrbi ma4e a at., ; the ; ..cpnti?^ ^^fyg^^^^j^^^t 
for "Highway ^^^li^Si^epH^S^fio^^^^cf^ki^ "^l^i^iD sit* 
center of 6 gnj tffPifrifUft a^ c el^n^ ^ IS^J^or^ach, a^ch^a^e*.. 

_ ioQii noo ori^ ni bexyrXonx §d Xlsria aieslis.oti ivtr exmxe XXb 10 1 uro£S*I 
19-15 SEEDING, - Seeding of any slopes ^^e^u>ir^,ky 1&ft con-: . $1^ 

tracting officer shall meet the requirarnents of paragraph 3~09» 

dqs*X3SiBq s 08ScT Xevsis rfonx § sxfJ lo qot cO - sXjrceneD (s) 
rionx |i b ocf XXeda snxosrxi/a y^^bo'I 9*8" ^° oaitroo rao^od 9x { J- »Y< 
Esrlonx S eaiuoo qo$ eif.i bus »ec*XEros> ctoxJBi^eixeq aiebsosia acfonXaffi 

emGbsoj&n E.uonirrard'id" xl 1 
. nn ejjoairntdid ssrxuoo motf^od eriT *> .saixroQ gpflfrog 
srn sjtfT .^nxXXoi bnxs nDxtfDsqmDO letfls ioirid- eedo&x ji ed I . .. 
fffiolnoa XXsda emevti lerfcfo bus j^flxJaetf eoB'rxua .jlnow 5x> ;.. 

f 3^BwngxH lo rioxaxviG ,5?ioT well lo ets^S 9xfd lo sxxox^soilioeq 

[tfe-M ncid-silenoq - nsnso.eM auonxinnrJxS sa'xrroO rno^^oS - S - c.v • 
i IXsifc beay ixtuoois ertf bets A«~%\b inecM o,t nnolnoo XXsrfa dXBrf as 
5xllo gn.id" ofiiixioo exW "ycf bsiefrxo as 10 b*ss^ eisxrpa isq attoXJ -, 
r ..n.:a cisbBOBm auoniintr^icf oaixroo qoi eriT » j»£g2£o^_qoT_ (o) 

j-oxti j'alBit^^sai oriT •sniXXoi has aoid-osgrnos le^lB ^oiri* ssifocl 
qs exfd - q-J- rrrxclnoo XXeria asatx leiito 6iib .^nii'ssd' eosraxa t 3.iovi lo 
.. B9*I tB^srriaiH lo ctoXaxvia ..tIidT weTI lo sts^B aril lo acoxjisail 
«w &T\^ tboddsM ^nxxIM - osbsofSM axronxna/lxS eaiwoO qoT 
lo 93*1000 qoj bos moli"ocI-edd p 10 1 taein^afl - «^n:9ig , ^s9! (b) 
bis«; eieirp 1 ': Tesq eoxiq txny oOBiJnoo edS Jb ebr>ci sd XXxw 3nioslTBje 
■ :.q ^sIsi^s^-Bn £Xs ebr/Ioni XXsxia jxteimjsq rioLiw "sniosliuB bsofi" 1 
v, ooiiBbioooB nx ^Br&Boi exi-t lo noxteXqmoo 10I -^sensosn iods.l baa 

•agnlmaib &di 

•JIAfl OHAnC YAT.TE5IH jLE-?! 

:.:o boXXstaci od IXsrfa Ixbt xViayg eixw ott^ A - «X_BjTgiTeO (b) 
* fv/eaXe Bxtb Iri^xsd nx teel cl n^?* i9*s©i§ atxterrDLascfins lis lo eenxa 
u : ,'iXl ilonx 3 ed XXsrfa aoaol «^eoillo snxJoBiixroo 9xW Yd bolooilL 
■ tBoiJ otoaocxo gra/eaeiffqejrf XXBrfe a^aoq XXA .adoelsb soil oo-il has 



2.-?x 



Specifications: Robinson Bay Lock - Lone Sault Canal 

SECTION XX - GOVERNMENT FISLD OFFICE 

20-01. GENERAL. - Hie contractor shall construct a temporary field 
office for use by the field force of the contracting officer, complete and 
ready for occupancy in accordance with the drawings and specifications. 
The contractor shall complete the field office to 3uch extent as will permit 
occupancy within 30 calendar days after date of receipt of notice to proceed 
and the entire building complete with all fixtures and installations shall 
be completed within 60 calendar days after receipt of notice to proceed. The 
building will be located at a site to be selected by the contracting officer 
after award of the contract. It is the intent of the Government to locate 
the building in the proximity of the contractor's office and shops at the 
site of the work. All materials specified shall conform in all respects to 
current Federal Specifications whenever applicable. All other materials 
shall be as specified or otherwise required by the contracting officer. 

20-02. FEDERAL SPECIFIC ATIONS. - Applicable Federal Specifications 
for material required for the field office are as follows s 



FEDERAL SPECIFICATIONS 



Material 



Cable and Wire 



Serial Num ber 
J-C-lOoa 



Title 



Galvanised Iron 

Galvanized Pipe 

Glas3 

Lumber 

Magnesia 

Pipe - Soil 
Pipe-Fittings 



0,0.-1-696 

W!7-P-Z{.03a 

DD-G-45I 

Iffl-M-6l 

ww-p-401 

W-P-501a 
7TO-P-521a 



Cable and Wire: Rubber- 
Insulated, Building-Type 
Heat-Res is tant grade 
(0 to 5000-volt service) 

Iron and SteeJ; Sheet » 
Black and Zinc-Coated 
(Galvanized) 

Pipe; Steel and Ferrous- 
Alloy, Wrought, Iron- 
Pipe-Size 

Glass j Flat (for) 
Glazing Purposes 

Lumber and Timber; Soft- 
wood 

Magnesia; Block, Cement, 
and Pipe Covering (Molded) 

Pipe and Pipe-Fittings; 
Soil, Cast-iron 

Pipe-Fitting3; Cast-iron 
(threaded) 

Pipe - Fittings; Malleable* 
Iron (threaded) 



20-1 



A3bes t os -Ere pared , 

wntfenoo Claris sotoaitaoo W e « a llS?i!SSS6 ed •10-02 
rlim ,.„. o ,ieoill< sniiastf;ae?.ori* 1o i ol_JV£ei;l erf,+ v,d ;»ej.' Tol eoxlla 

Pimt >xlxcoqe to iJf!S3*« d. ' i iP^W^I-Jol ^m 

q IIxw : ■ ' feoxllo Moil erfd S?^fe»* a ^H§ e ic^ce-iin:oo ex.(T 

nitty - . ^^0 * ««? ^fpgllff^k^lS ^SH 8 ? 

. fanx fins 3i A vu.tfxF3 Is xltfxv '• !o K 7 f >i ^ n ^-^ t ''^Sl^G'' Sli;i 6rifl 

zol": i . 'idotiiuuoo ertt ^cr&ctfoelea ad od ctfxa s*?l 1 B^sooX ed" IIxw snxblxtfd 

Venetian Blinds v 5 i^ifti ^ 7? T BttSBJ^^f^ 1 ^^ 

1 edoeqaei 11b ni cnolcioo Il3rie frexlxooqa e.IfinsJ£em v;hov; orU lo s-ti<> 

proof 



\7ire Lfesh <&-B-101c Bases, Metal; (for) ral~e*rf' 

«£££. SSSSfiSLifi^SgQter and Stucco ±5±±§2*a 

-isdcfjjfr :eix"' 5ns ©XdaO edCI-D~Z Construction s , xi? - to &Id£i0 

^^^f^^E^Mi^lLIING AND GRADING 

^ e fi) T:9 fti3 I 8?5??S&t8? SiUll make the necessary excavation for the 

^"S Jiti r !f eef SW4831 ^^tin^f^el tank, septic tan^^piM^,^^.; 
and drains assllo^, on the cpcawings. The contractor shall remove all 
neces3az^ 8 i>S2K"ail^o^er ? S%tructions, grade and cover with 4 inches of 
rolled bank run gr£vei n fixf Y a parking space large enough' to accommodate 

15 f^^^^^^S&i^^ 16 gI Wai4^ aced ^f^^fifflk^sinr.vlDD 
parkway area_to i Jhe r ^pntca$'pgr , s access' road; gravelled walkways neces- 
sary fur' '^cc"esi^from"of^x'ce'. L J'o parking area and roadways in the vicinity. 
All walk-ways will bl s e8vl?ld with 2 inches of rolled bank run gravel 
fill, built to line and grade, as staked, in the field. M 

(b; gur nace "Boon. - r 7he foundation area covered by the furnace 
room shall be stripped^to a depth sufficient to remove all vegetable 
matter, „,then refilled and .tamped with r p£pvlous material as directed by . , 
the cok&acm&mmr^^ grade ^iMtfs^low the floor grade as Tetfflt,J 
shown on the drawings. r ' 0Vi 

n ^M. e M&^^f%e fcm^S^^ footings shall be of slasfl ^ 
ClasB 6 *B Wia co!ieS!»itl^ha H ving l 'i :iJ l/2 inch maximum size aggregate, in accor- 
dance v/ith .Sect ion. Y of these specifications,*, constructed to line f and „~r 
grade al^sMlM^gtSe^f^s. The Kunfelon posts shall rest &°fi» b ^ 
footings and after oeing* set to exact line and grade shall be anchored 
into plaqe by n backfun.#ioroiighly tamped iivthin layers to the height .„ M 
of fiftme^adPiP!|^lthe drSS^. "'The girders supvormll 1 ^ 3 '^ 
top of the post3 ana"?du^dtation shall be securely anchored thereto by 
bolting as r ahoi^ .,©&.. tte drawings. Bp^jbsi^iBvf' 16 foundation will be H « 

placed during ^ngre^ng pgepations. 






20-2 



20-05* CONGRTTTE FLOORS, - The floor in the furnace room shall 
be of Class "A" concrete, in accordance with Section VI of these speci- 
fications, 4 inches thick, trowelled level, smooth and to a straight 
edge, or as specified. The furnace room floor shall have floor drain 
and trap located as shown on drawings, set 1 inch below floor grade and 
the floor trowelled smooth and to a straight edge from the drain to 
floor grade at each side, Subfloor construction shall be as shown on 
the drawings. Reinforcing for concrete floors shall be 4- inch by 12- 
inch welded wire fabric of No. 10 and No. 12 wire gage, 

20-06. FRAMING. - Lumber for framing shall be equal to No, 2 
common fir. It shall be thoroughly seasoned, straight, even sawed, 
square cornered, sound and free from defects which may impair its strength, 
durability or its usefulness , for the purpose intended. All lumber shall 
be of commercial sizes, surfaced four sides unless shown or specified 
otherwise. The framework shall be constructed as indicated on the draw- 
ings and shall be erected in a substantial manner. Studding shall not 
be spaced over 16 inches on centers for exterior walls and not over .24 
inches on centers for interior walls* doubled at all openings larger than 
the normal spacings and when cutting through joists, or rafters, headers 
shall be provided to double the framing around the openings. Double studs 
shall be provided at all corners of the building. Knee braces shall be 
provided from the corner studs to the fifth stud, diagonally from bottom 
plate to top plates at all corners of the building. Ridge board shall 
be provided at the ridge of the rqof. All spiking of assembled members 
of framing shall be clinched by not less than l/4-ioch. Rafters and 
ceiling joists shall be spaced at 24-inch centers or as shown on drawing. 

20-07. FLOORS. Flooring shall be 1-inch by 4-inch tongue-and- 
groove clear edge grain, kiln dried, B grade fir or equal, and shall be 
driven up tight, blind nailed and sanded. Before laying the flooring a 
layer of water proof building paper shall be stretched over the top of 
the joists and tacked in place. All flooring shall be satisfactorily 
protected from dampness and the weather before being placed. Floor joists 
shall be spaced on 16-inch centers. 

20-08. SIDING, - The outside faces of the building shall be 
covered with 25/32* asphalt-covered fibre sheathing nailed securely to 
every 2 f x 4 f stud with 8d flat-headed wire nails. The outside siding 
is to be formed of asbestos shingles laid according to best current prac- 
tice with backing strips at each vertical seam, 

A 20 gage galvanized iron flashing shall be run continuously along 
the sill of the building and buried at least 12 inches below the finished 
ground line. All seams shall be soldered, 

20-09, ROOFING. — Roof sheathing shall consist of 1-inch by 
6-inch No, 2 fir or equal, dressed and matched on both side3 with no bead- 
ing. The roofing shall be double-coated strip shingle similar or equal 
to "Flintkote" roofing weighing not less than 210 pounds per square. The 
roofing shall be securely fastened with large headed, 3/4 inch galvanized 
roofing nails. All seams, nail holes and other breaks in the roofing 
shall be thoroughly sealed with an approved mastic roofing cement. The 
ridge shall be covered by a strip of roofing not less than 12 inches in 
width, bent over the ridge and securely sealed and nailed on each side. 
Galvanized iron flashing shall be provided and installed as shown on the 
drawings or as directed by the contracting officer. 



20-3 



20-10 ';. S^eMPuPFW^X 100II 9i(T - .SflOOrS 3T2SDtK>0 .?0-0S 



nace room, 



inter or ..lis and^U 9^0 J^JfegWlB V «>«S^iKUMrt 
solatiog board similar, arid pto»|«S' g^MSSs^ihUg^flSoi 
oeiling, securely fastened to all hearings. ..One- inch quarter round 
mouldings shall be proviaed.at all. .corners. The edges 6r trie In- . •■•' 
sulation board shall be. beveled ,a£ joints. ':\ . .. . f . , , . 

(b; Furnace Room . - The insulating board for walls and 
oeilings of furnace r.oom, shall, be, 3/3.. 4 no h,, gyps i*m T board r , 7 appJLied\#nnV 
finished in accordance with subparagraph (a), above... . ,. . ._ ■ 

(c > Wal],^ ar^Ceffinp;,;, ^%oo^. V -. ,The ^,e|l,ln^ snail be,^,^, 
covered with l/2 ^K&§&^ 
The inside of . the exte^pr ^al^ 

ing of pressed wood £4»Uf r t<v £Mug&]rt J^te^^gj^^- , f bo^,the ;v .. :u , 
floor. Above thaj point, ^^^^^ kpy^r ff ^|W^, ;; , 

to •Celotex" shall be used. Jftgf&fatf k^fe^;%^fc% ^'feffilB erf 
equal, shall be plaoed, over thevj^int; wh,ere 3t the, p^&^f^i^foA^^^n^^l^^.^; 
board join. The .edges, of. ; t he. d^s^^ , 

joints. One-inch a^uar r ter ^%,a!%i;,Mf c^| f ^.^ ^rt^l^i^rs^^ r , ; 
and in„horl 2 ontal,o0jnex fe a]^^ ; the d c^i^g. el ^ to Jfctoqi* «<£ II 

drawings, s imilar ^^eo^aX,t f ) i:c »|ia£|ne Pftjo44& , W^ft r Sfe' % Wfiiwxq d 
Plat Metal ^ui^uri^^ ^ £M8 ,. : , L , u ri ^ 

: ,-,„ ;/ K^jQKS^J^fi.'Ui, arrets©© if?pj>4£ ,# B .U^iqs scf XXsrf& a&siot waili 
20-11. EXTERIOR TRIM. - Exterior *trim shall l be equal to No. 2 

fir, finishing stpcl f .j/^ r i^^ f i;hd v .c]c ^cej^*s^^^se £ ^e|. .ffim 

and window casings r jjgj£j $e ^^nah.by 3 F l/2f : i^h^^Ld^ Jty. .o^ier 6 

exter^o^^^ 

ing wool of. a <iuaU£y ^^f^o^y g B S%S^ r ^Bf£^ T ld5^ #ftM% SC*mI 

placed entirely ,arou»a^%.j^d^,,|^a| l? s I |ina a^Sf &%M& $$£ fefif&t srfJ 

of all. door. frames,A5 I ^hjfrn a< on^%a,w^ngj d ^ a£: , v srf ,, 6/IB aeee q- ri £ C1D . X ^ baJoetcreq 



*a'xsfeve ;?;:-' . era beoaffg ad 
20-12. INTERIOR WOOD FINISH. - All interior wood finish shall 

be equal to No. %$ St jjfai$tf.*k aggsfa. t^m£&*$&£3/lk ^^S l 3M:'i™ h 

thick and. of sizes,, : as i:i ^l^a i |e i d a ^a i^fa&lfflg-t MfSa ^^ a &U 3 ben&roo 

shall be Pi: J*o^^ J^c^^ ^-J^l;^ r ^^%J!fe^|l^^^ r ^^^J^ 8 l6lJf^^ ^ r x "S ^19 

as directed by the ^pn%re^pj^^ / ^^i^^ .-^-Overf p^<% : lavatory, a- ^^noh.. ,-' :r B | 
by 24-1/2 inch mirror with wh|^ > ^n|^JLi^^a i J 2 , g , a|^ J^f^g %xiS£&^Mll >ol* 
Instrument oabinet^,.<sh^l^ be p^trn.c^eX^s ^gfn^njtSv^glg^ 6§ i 
d ireo ted by the .^ontraq : tin^ officer v ■ feairccrcf to [lis ©xfct 

20-13. WINDOWS AND FRAMES. - Windows shall be of stook pattern, 
with a 2 ' -10" . iWe:v^ Z'&o&^ti^n&MTih, 0f o m^^ • «^2^§(m hu Pg>.,,c 
sash or as .shown v: on L> ^ ^_ind9ws ( y tl rf 0a x-d 

in bafthj^uij^ he^^^ ^J^JKS^^^^^fi^.§^J^J^^%(^<>lJ5®^ ^5^^ e 
glazed with clear , gla;ss j j !); andx^i i t^f i d w£#h ^^ine^-ljatphesj. 1 .,AJl^ ; frame,s, ' 
shall be constr^f t'ed-^so^ a.SK^t^ r.^.f^ve^f ja^ej§^"<>r ^yf t;Ojr.m^',w f ^ndows ,;[aad : .•._,... ■;.,. . 
as shown on ; the r ^aVi^gk f0 v ; A]4 9 ^s^^Ulx*f frjgaf Pf8M4$*l£& P%«SJ5B&I§ ?ft^° 2 

as gnxlooi oiis.asr lievciqqs cs rid'lw &<9i£B9e ^Ixfewotorid 8d XXfttle 

ft esel 3-o.a gallooi In qli*a Br; ■• [J aria ssnii 

kc I - fislBes ^lerjcsroes &se sgibii : 'nod ,j 

, B£ LslLiMeni has bebxro-ti ecf llarie ■sahie&L'i coil &©sln^vls0 

.^eoj^aaiutofliJcca ad* v E be -to i vxb 



' «^V ,j 



20-lZj. DOORS AND FRAMES. - Exterior doors shall be solid con- 
struction, equal to No. 2 fir, 1-3/4 inohes thiok, designed as shown 
on the drawings. The upper part shall be of glass equal to that speci- 
fied in paragraph 20-02 set in place with wooden stops on the inside 
and seourely bradded and puttied outside. Interior doors, unless other- 
wise speoified, shall be I-3/8 inohes thick, equal to No. 2 fir and 
shall have five cross panels. Standard stock doors of equal quality 
and size will be acceptable. Doors for water closets shall be 2'-0" 
x 4' 6" frames made up of 3/4" x 3-1/2" framing and oovered with pressed 
wood 1/8" thiok similar and equal to "Tempered Presdwood" manufactured 
by Masonite Corporation. Doors for the instrument cabinet shall be 
l*-8"x 7' -8" as shown on drawings made up of l-l/8"x3" framing and 
oovered with pressed wood 1/8" thiok. The interior side of the furnace 
room shall be covered with 28 gage galvanized iron as shown on the 
drawings. 

20-15. SCREENS. - All windows and outside doors shall be equipped 
with screens. Window screen frames shall be constructed of No. 2 fir, 
or equal, 1-1/8 inohes thiok with 2-inch side and top rails and 3*1/2 
inoh bottom rails, divided at the. center horizontally by a 2-inoh rail. 
Screen door frames shall be of same material and construction as speoi- 
fied for windows, but with two horizontal intermediate rails, one at 
2-1/2 feet and one at 3«° feet from bottom. Standard stock screen doors 
of equal quality and size will be acceptable. All screen wire shall 
be of 16 mesh to the inch, galvanized, conforming to Federal Specifi- 
cation RR-C-451 a for "Cloth j Wire Screen." Type "D", stretches and 
secured with suitable wood strips, well bradded. Suitable screen 
shall be placed over the bathroom windows. 

20-16 LOUVRES. - Wooden louvres shall be constructed and in- 
stalled at both ends of the building as shown on the drawings. Remov- 
able screens and storm protection panels shall be furnished and in- 
stalled in louvres, as shown on the drawings. 

20-17. VENETIAN BUNDS. - All double hung windows, except in 
the furnace room, shall be fitted with Venetian blinds with rust 
proof hardware fittings, automatic cord lock stopping device and spiral 
gear to tilt slats. The wooden slats shall be finished in ivory or 
cream color and the tape shall harmonize with the finish color of the 
wood. The blinds shall conform to the requirements of Federal Specifi- 
cation LLL-B-441 for 'Blinds; Venetian, Wood-Slat* (Type 1). 

20-18. HARDWARE. - The contractor shall furnish and install all 
hardware specified below. All hardware shall be accurately and securely 
installed. At completion, all keys shall be delivered to the contract- 
ing officer or his representative properly labeled. All hardware shall 
be of stock design with sanded brass finish, and shall be of the follow- 
ing types, as specified. 

1 

(a) Entrance Doors . 

2 sets - l£ prs. of 3£" x 3$* loose pin, butt hinges. 
2 cylinder locks with 5fc» x 3 5/8" x 3/4" case. 

20-5 



(b) Interior Doors 

6 sets - l£ pre, of 3ir" x 3&" loose pin butt hinges. 
6 mortise locks with 3 5/8" x 3 7/8" case. 

All locks shall be complete with two keys and approved knobs, latches, 
and escutcheons. 

(c) Windows 

100 Iron easy spring window bolts and fasteners. 
4 prs. 1&« x l£" tight pin, butt hinges. 

(Bathroom windows) 
2 cabinet latches (Bathroom windows). 

(d) Water Closet Doors 

2 latches and keepers 

4 pr. spring hinges (for 3/4-inch doors) 

(e) Instrument Cabinets 

4, night locks complete 

8 pr. cabinet hinges (for 1 3/8-inch doors). 

(f ) Miscellaneous 

54 screen hangers complete 
29 - 3 -inch hooks and eyes 
4 pr. screen door hinges. 

The contractor shall furnish and install all other hardware and minor 
parts that may be necessary to complete the contract. 

20-19 BUNTING. 

( a ) Exterior - Before applying any pa,int the surface to be painted 
shall be thoroughly dry and free from dirt, oil, grease and other foreign 
substances. As soon as complete the outside surfaces, of windows, doors, 
and screen frames shall be given one priming coat of paint, conforming 
to Federal Specification TT-F-362 ? or "Paints; Lead-Zinc -Base, Ready-. 
Mixed and Semi-paste, White and Tinted." After the priming coat has 
thoroughly dried, one finishing coat of white outside house paint, shall 
be applied to all wood surfaces, except the outside trim. All outside 
trim surfaces shall be painted with one finishing coat of green, medium 
shade, outside paint as approved. All paint for finishing coats shall 
be of stock No. 6 B SW QDP White Lead as manufactured by the Sherwin 
Williams Company, or equal. 

(b) Interior . - All interior woodwork except floors, shall be 
painted with two coats of inside paint by approved manufacture and color. 
All finished floors shall be given one heavy coat of boiled linseed oil. 

20-20. PLUMBING. 

(a) All labor and materials required for installing a complete 

20-6 






plimbing system shall be provided cs indicated on the drawings end in 
accordance with these szecific&ticns and in accordance with any State 
or local regulation, and th-2 publication ■ReeoraKended lliniixurn Require- 
raents for Plumbing in Dwellings asd Sisilar IXiildings," issued by the 
Bureau cf Standard, 

(b) 2*ie pluribii:g fixtures and accessories shall be similar 
and equal to those designated beloiy, reference being nade, for identifi- 
cation only, to catalog nuirbers as listed in Kbhler Co. Catalog X-39f 

2 Closets, No. Brooklands K-394°-H? complete with fittings, 

2 Toilet paper holders. 

2 Lavatories No. Clare E-3QCG-P with fittings. 

1 Floor drain and trap. 

1 - 3 , 0" Urinal - Jarves No. K-5052-A complete ^ith fittings. 

(c) The field office shall be supplied with a constant and 
uninterrupted potable water supply of not less than 35 an< ^ GC ^ more than 
50 pounds per square inch pressure, funsished by the contractor. The 
supply line shall be 3-inch pipe placed in a trench of sufficient depth 
and protected to prevent freezing in subzero weather. At the point of 
entrance, in bathroom, a main shut-off and drain cock shall be installed. 
Pipe sizes and valves shall be as shown on the drawings. An automatic 
electric hot water heater of 30-gallon capacity shall be furnished and 
installed. The heater shall be similar and equal to ffestinghouse 
Electric Manufacturing Company's Square Type Electric water heater, in- 
stalled to ir,anuf acturer's specifications* 

(d) The contractor shall lay a 4-inch vitrified pipe cover line 
from the end of the cast iron soil pipe, outside the building to the 
sewage disposal tank located not less than 5° feet from the building* 
vitrified pipe shall conform to the requirements of Federal Specification 
SS-P-36I for "Pipe j Clay, Sewer.* The sewer shall be laid with 3/4 

inch to 1-foot pitch, true to line and grade, and made up with tight joints. 
The sewage disposal tank shall be similar and equal to Xaustine Standard 
Series Horizontal Septic Tank No. 85. and provided with proper connec- 
tions for outlet and inlet pipes. The outlet shall connect to a grid 
system not to exceed 780 feet of 4-inch field tile pipe including con- 
nections. The joints of the field tile pipes shall be laid open. 1/4 
inch, and top half of each joint shall be covered with sheathing paper. 
If the field office is conveniently located, the sewer line from the 
Government Field Office may be connected to the sewer disposal system of 
the contractor's office, provided the system is designed to carry the 
extra sewage, subject to approval by the contracting officer. 

20-51 ELECTRICAL WIRING. - The contractor shall secure all per- 
mits and give such notices as required by State and local authorities. 
The installation shall be in strict accordance with the National Elec- 
trical Code. The system shall be 3-wire, 220/110 volt, single phase, 
solid neutral, rigid- metal conduit to fuse cabinet as indicated on draw- 
ings. All wiring shall be single-conductor rubber-insulated, braid 
covered of the size shown or required and conforming to the requirements 
of Federal Specification J-C-106a, Type RH. The building shall be wired 
as indicated on the drawings. Three main feeders of not less than No. 8 



20-7 



ACTG wire shall be -installed in Irioch. conduit, ,..^he grouad^yire^ghall be .. 

not I033 than No.., 8 AT7$j The entrance 7 switch"" ^hJ&lJ. ; be §g3§J^{JJP^J^») 

3-wire , solid', neutral , 2-poie » 3%in*P» f FusV. c&bine \ shall, be " £^U|^ type , 
steel with door and built t^r^ci^9 : id'^i > t l s&tJl* Spl^d „peu!fral ?4 .mc*&r ." " 



stamped brass plates." At c^p&e'toc^&ljL ^mitfeJ^a^^PS^yrr-, " ^ 

marked for identification, the contractor shall furnish and erect in 

first class manner.,. 

watta~e indicated 

tures shall be similar. and 

is made, for identificat 

Benjamin Electric Wqh Co. r ^sXg^eaii^d§.*lS^i^£^ff^l§^^ 

Reflector Fixtures. " - 

'^;I^i^ r :, SgJ XXftdte 99i¥!o &Iqx1 oiQ (6) 
:.-•.'; sgSff Ivff lo .. .-;.'VT aid £ \ ; rxetai 

v ■■ ' ' ,.- rail t ' ej ss "; dsai sisopa i ...... . | Oc, 

•wftceni s ... asls ©qic dagl- C^d ' llsxla sail ^Xqqure 

■D:.:i oe t ./)•: ,L\a.s 




Location No. 
Inspector's Office 

Clerk's Office 

Furnace Room 

Bathroom 



2 



-' ra&SXfe® Bij^lssaftS; JiiovQrxa.oa o^JaetoTxr J>a 

,,,,:■, jSKfJKj&Hfc ^ome Ji||. ; canopy ^aad 

1 ; ? * 3 3^fm ' B. Eljg* 1 Dome '^ii^c&nopy tahd : 



a 






. ♦ 






x? se!3 "'q-vfr afxasrpS e*%ffi0qpoBO gnl'sj JsB r tJi2s:i airxtselS 

1 • 5423 Shallow Dome wxtli caju>py*eaa fixture 

■ ©Bistro «s4i^ lios ieoxi iass erit lo &hq aiH 8»i l S 



- ::-ri"\ 0^ aM^ BBeI_tc»fLjb9ia9o£,3lnBj iBsoaai&.easwee 






Bedroom 




•1 S ' ;, "S6Sf'- M«£^" J ^ Irpf^fiSl/^fg- 

f 3I ;., - us c ebi|^ e &g^ t gclX ot ®in:3 t iio^i!q toox-I 03 ;io;iii 

sJ . lie lalfcsEle ed .:.:..: 2Eas4 XsboqbxB 333^2 atfj? 

Field Engineers Offio^^ £*Hrmiqj%$> dS^tutM Mtf^W^SS^S 1 ^- 

,.-.„■• [X3«fe taEmtjftff o^ti^- 2 ^ iaIcl fe£IB »Jt«» ^^ a30i;t 
LIsFl jSsmt-^^ "s-1: OST feeeoxs ol ton sie-la^c 

ax 

IX 

. . -. S8B® ait o# feetssteaoa edf ^ffi eolllO Men icesirrevoO 

Platform^ _2 j aaf^i *»: : Watertight a^re^i*ni^6*^*^o^.^ j ' 

Tlie contractor shall do ail cutting and placing of supports necessary 
in this : -work, ; 1 bsE - ■ CI JL&3XE J^-Ob 

, 2Df-22i • HEATING. ,-r— ■ • ^ ■- ' B££s$afiJ 

, : .. ■'. -.' .. " t n OJ I PS • ' bSH -- ■..- a "'■-.•■ • ■ 

. <a) ; ...., Qenerai.:: -TheoeoMr actor shall furnish and install an; 
oil bunii^^autpmatic:. controlled furnabe similar: and e4ual to- Mueller 1 3-"-" 
No. ; B.G* ; Fuel Oil Furnace^o 'i.The installation and;;nrorkmans hip -shall- . 
be ifidli^^ MM£ d i^Maa*ne$&e s^cifications-of" the'maiiuf-a^turer, 
ruleg a^ Sigula,tiin^ ; of Lthe':Nationai:,Board.. of Fire TJaaerw^it^rs -and 
local requirements* 









20-8 ; tS 



(b) Grills* Registers and Ducts* - All grills and registers 
shall be furnished and installed by the contractor as -shown on the 
drawings or as directed by the contracting officer, Warm air grills 
shall be provided with independently adjustable, manually controlled 
vertical fins for deflection of air* Cold air return register shall 
be plain lattice type, suitable for floor or wall installation and of 
the size indicated on the drawings. The hot and cold air duct, register 
and grill system shall be constructed in accordance with manufacturers 
specifications, and installed as shown on the drawings or as direc ted- 
by the contracting officer. 

(c) Smoke Pipe and Vent. - 3he smoke pipe and vent shall be 
as specified by the manufacturer for furnace used. The smoke pipe from 
furnace to 2 inches above roof, shall be covered with asbestos air coil 
pipe covering, 1 inch thick, properly secured to the pipe. 

(d) Fuel Tank. - A fuel supply tank of 5°0 gallons capacity shall 
be furnished and installed by the contractor. The tank shall be under 
ground and covered with not less than 2 feet of well tamped backfill. 
Fuel tank and all piping shall meet all requirements of the National 
Board of Fire Underwriters. 

20-23. FIRE PROTECTION. - The contractor shall furnish and 
install one frost proof fire hydrant with suitable connections for two 
1± inch fire hoses. Ihe fire hydrant shall be installed not more than 
25 feet frcra the building and shall be supplied with not less than 35 
pounds* 

20-24. FLAGPOLE. - The contractor shall furnish and erect one 
flagpole complete with pulley and rope, as shown on drawings. The 
flagpole shall be constructed of one 12-foot joint of 2& inch and one 
12-foot joint of 2 inch galvanized steel pipe, with an overlap of 1 
foot at union securely welded. The flagpole shall be securely fastened 
to a concrete base as shown on drawings and shall be so attached that 
bottom bolt can be removed and pole revolved about upper bolt to a 
horizontal position or as directed by the contracting officer. 

20-25. REMOVAL OF BUILDING. Upon completion and acceptance, 
the field dffice will become the property of the United States and 
will be removed by the Government. No materials or equipment shall 
be salvaged by the contractor. 

20-26. PAYMENT. - Payment for the field office complete, including 
the furnishing of all labor, plant and materials necessary to complete 
the building in accordance with these specifications and as shown on the 
drawings, will be made at the contract lump sum price for "Field 
Office" upon acceptance of the building by the contracting officer. 
The contracting officer retains the right to order the contractor 
to make an extension a<3 indicated on the drawings, with similar 
construction and equipment as the original building. Payment for 
the extension, if any, will be made at the lump sum price for 
•Field Office Extension." 



20-9 



Invitation No. 



STANDARD G0'7ERNifitHT FOR... OF I ID 
(Construction Contract) 



(Piece). 
(Date)-. 



To: The District Engineer, 
U. 3. Engineer Office, 

Massena , New York 



1. In compliance with your invitation for bids dated 



and subject to'all the conditions thereof, the undersigned, 



a corporation organized and existing under the laws of the State of 



a partnership consisting of 



or an individual trading as 



of the city of 



hereby proposes to furnish all plant, labor, and materials and perform all 
work required for the construction of the Robinson L ay Lock, complete, at 
the locations shown and to the extent indicated, in strict accordance with 
the specif ications, . schedules, and drawings, for the consideration of the 
following prices: 



SCHLDULh OF BID IT1MS 



Nn. 


Ouantitv 


■ Unit 


Designation sTJnit ^rice: 


Amount 


1 


3,313,000 


Cu. Yd. 


iFxcavation, Common : ! 




2 


20,000 


Cu. Yd. 


Fxcavation, Rock - : : 






10,000 


Sq. Ft. 


Line Drilling : i 




A i 


459.000 


Cu. Yd. : 


Earth Fill; Compacted, Class "I" : s 




5 : 


1,431.00° 


Cu. Yd. 


Farth Fill ;Compac ted, Class II : i 


- 


6 


716,000 


Cu. Yd. 


: Farth Fill Class "III" i 




7 : 


35,000 


Cu. *d. 


Filter : 




8 


83,000 : 


G u. Yd. 


Sand and Gravel Lacking : i 




9 i 


720 


Cu. Yd. 


Riprap; Dumped, Class "-A" J ' 




10 


49.000 


:Cu. Yd. 


Riprap; Pumped, Class *B B : 




11 


1,400 


Lin. Ft. 


Drilling; Grout Holes in Concrete : 




12 


2,900 


Lin. Ft. 


[Drilling; Grout Holes in Rock : : 
: to 25 feet : 




15 


900 


•Lin. Ft. 


Drilling, Grout Holes in Rock : i 
: 25 feet or over : : 




14 


1,000 


Lin. Ft. 


[Drilling; Exploratory Holes : '< 
: in Rock, to 25 feet : 




15 ! 


400 


Lin. Ft. 


Drilling; Exploratory Holes : 
in Rock, 25 to 50 feet : 




16 


400 


Lin. *t. 


Drilling; Exploratory Holes : : 
t in Rock, 50 to 100 feet : 




17 


5 , 000 


Cu. .Ft. 


Pressure Grouting : : 




15 


300 


:Cu. Ft. 


.Sand in ^rout : ; 




19 


300 


Cu. Ft. 


Rock Flour in Grout : ( 




20 : 


57.o 


M.F.E .ill. ' 


Timber, White Oak : i 





II 



No, 


j Quantity 


: Unit 


: Designation :Unit Price 


: Amount 


21 


: 14-5 


:M.F.B.M. 


:Tiiuber; Conr-.on, (Creoaoted) s 




22 


: 1,300 


: Cu. Yd. 


:Concrete; CUss "A" : 




23 


: 496,000 


: Cu. Yd. 


Concrete; Class M B" : 




24 


-3,605,000 


: Pound 


:Steel; Structural, Miter Gates s i 
: Movable Parts '• 




25 


172,000 


: Pound S 


Steel; Structural, Segmental Valves: 
: wJovable P^rts : 




26 : 


1,048,000 


Found 


:Steel; Structural, Stop Logs : 




27 : 


666,000 : 


Pound 


:Steel; Structural, Miscellaneous : 




28 : 


1,100,000 : 


Pound 


:Steel Erection; Concrete : 
Reinforcement : 




29 : 


224,000 : 


Pound - 


:Forgings; Steel : : 




30 : 


540,000 ! 


Pound 


Castings; Steel : 




31 : 


4,000 : 


Pound : 


Castings; Alloy Steel : 

(Including Nickel) : i 




32 : 


468,000 ! 


Pound 


Castings: Iron : '. 




33 : 


14,500 : 


Pound ! 


Brass and Bronze : i 




34 : 


15,500 : 


Pound : 


Miscellaneous Non-Ferrous Metals : '> 




35 ! 


2,500 : 


Lin. Ft.: 


Pipe; Steel, Black, 12 inch Dia. : 




36 : 


900 : 


Lin. Ft. 


Pipe; Steel, Black 6 inch Dia. •' i 




37 : 


550 : 


Lin. Ft. 


Pipe; Steel, Black, 4 inch Dia. 




38 : 


2,800 : 


Lin. Ft. 


Pipe; Corrugated Iron 12 inch Dia.: : 




39 : 


170 : 


Lin. Ft. 


Pipe; Corrugated Iron 24 Inch Dia.:. : 




40 : 


17,000 : 


Lin. Ft. 


Conduit; Fiber, 3 inch Dia. : : 




41 : 


1,500 ! 


Lin . Ft . ! 


Conduit; Rigid Metal 2 inch Dia. : s 





III 



KOi 


: >6ntity 


: u nit 


: Description .-Unit Price: 


A .noun t 




: Job 


: Sum 


: Electrical '-'round System : : 






: 4.250 


:Lin. Ft. 


Handrailing; Steel Pipe J ! 




44 


9,800 


: 3q. Ft. 


Flo ;r Plating; Steel : 




45 


7,150 


Pound 


Rubber Seals; Moulded : : 




46 


i 43,000 


Found 


:Corrugated Sheet; Iron : 




47 


1 29.5 


•Lin. Ft. 


Tile Sages : 




48 


250 


Each 


Core Boxes : 




49 : 


Job 


Sum : 


Stiff-leg Derricks and Machinery : 




50 \ 


25 , 200 


Found : 


Pickup Boom; 2 at : 




51 


368,000 : 


Pound : 


Machinery; Miter Gates, Furnished : i 
and installed 8 sets : 




52 


460,000 


Found 


Machinery; Miter Gates, Furnished : 
Only 10 sets : 




53 


151,200 


Pound 


•Machinery; Segmental Valves, : 
Furnished and Installed L sets : 


: 


54 


152,800 


Pound 


Machinery; Segmental Valves, : 

Furnished only 4 sets : ; 




55 ■ 


12 


Set 
: l 


.Motors, Brakes, and Limit Switches;: : 
for Miter Gates and Segmental : 
Valves, Furnished and Installed :- 




56 : 


14 • 


Set i 


Motors, Brakes and Limit Switches : 

For iui iter Gates and Segmental : 

■ Valves, Furnished Only. : 




57 : 


40,200 : 


Pound : 


Fender Boom, including spare pcrts : '• 




58 


383,400 


Pound : 


Machinery; Wire Rope Fenders, : 
Furnished and Installed j sets : 




59 ! 


1,168,000 : 


Pound : 


Machinery; Wire Rope Fenders; 
: Furnished Only, 9 sets plus spare: 
rope and rope sockets. : 




60 I 


-< ; 


Set : 


Motors, Brakes and Limit Switches : 
for Wire Rope Fenders, Furnished J 
and Installed. 





N 



No. 


! Quantity 


: Unit 


: Designation :Unit Prior- 


A-.iougt 


61 


« 9 


: Set 


:Motors, Brakes and Limit Switches s s 

For Wire Rope Fenders, Furnished : : 

: Only : : 




62 


: 300 


: C.W.T. 
(100 lbs; 


'Counterweight : ! 
> ' : i 




63 


Job 


: Sum 


Swing Bridge & Machinery Complete : : 

: : i 

Lower Pool Supply Valve : i 


[ 


64 


i Job 


Sum 


1 
1 


65 i 


Job , 


Sum 


:Lock Unwatering Pumps : i 

• * 


1 
1 

1 


66 . 


3 « 


Each 


:Sluice Gates : 


1 

1 


67 > 


Job 


: Sum 


■ i 

:Field Office : i 




68 ' 


: Job 


Sum 


:Field Office Extension : : 




69 


i 42,000 


:Lin. Ft. 


Piling; Steel Bearing : 




70 1 


25 


: Acre 


Seeding : 

• 


1 


71 1 


200,000 ! 


Square 
(100 SF) 


> . 
[Rolling for Each Additional two : i 
Trips : : 


I 


72 


: 16,500 


Lin. Ft. 


Removal; Temporary Railroad : 




73 


4,800 


Cu. Yd. 


:Gravel Fill Base : 




74 


2,400 


Cu. Yd. 


:Bellast : 




75 ' 


4.300 


Each 


:Ties : 




76 ' 


7,896 


Lin. Ft. 


iTrack Laying : 




77 1 


19,300 


: Sq-. Yd. 


:Road Surfacing 




78 


: 11,100 


:Lin. Ft. 


:Highway Guard Rail : 





NOTES: (a) All amounts and totals given above will be subject to 
verification by the United States. In case of variation between unit 
bid price and totals shown by bidder, the unit price will be considered 

to be his bid. 

(b) All bids must be for the entire work and must ht>ve each 

blank space filled in. 

(c) The quantities of each item of the bid, as finally ascer- 
tained at the close of the contract, in the units given and the unit prices 
of the several items stated by the bidder in the accepted bid, will deter- 
mine the total payments to accure under the contract. The unit price bid 
for each item must allow for all collateral or indirect cost connected 

with it. 

2. EXPERIENCE . (See Invitation forEids, paragraph 14.) 



71 



3. STATEMENT ESTABLISHING PLa,IANKNT PLACL OF BUSINESS AID .FINANCIAL 
STATUS . (See Invitation for Bids) 



4. PLANT TO kE USED ON THL V.ORK . (See Invitation for Bids and para- 
graph 1-19 of the specifications.) 
(a) Earth work . 

(1) Excavating Equipment 



No. ; Type 



Manufacturer 



Capacity ; Age_ 



Condition 



VII 



No. 



(2^ Transporting i^quipnent . 



Type 



Manufacturer 



Capacity 



Age 



Condition 



(3) Rnbanknent Kquipnent . 

(a) " Spreadin g and Rolling; Equipment. 



(b) Pulping and Watering Equipment . 



VIII 



(b) Concrete * 

(1) Batch in/r Equipment . 



No. 


: T ype s 


Manufacturer 


Capacity 


i>ge 


Condition 



















































(2) Transporting; Equipment . 



(3) Miscellaneous Equipment. 



DC 



(c ) Drilling ^quip.aent 



No. 



: Type : 
J L 



Manufac turer 



Capacity 



Age 



Condition 



(d) Grouting Equipment * 



(e) Compressed Air Equipment. 



(f ) Pumping Equipment . 



No. 


: Type 


: Menuf ac turer 


: Capacity 


: Age : 


Condition 


















































t 













(g) M i sc e I laneous £qu i pment ■ 



5. PLANT LAY-OUT . (See Invitation for Bids). - The undersigned has 
attached herewith the plant lay-out prescribed in the Invitation for Eids. 

6. PROGRESS CHARTS (See Invitatin for Eids). - T he undersigned- 
has attached herewith the progress charts prescribed in the Invitation for 
Bids. 

7. It is hereby warrented that in the event award is made to the 
undersigned there will be used in the performance of the work covered by 
the contract only such unmanufactured articles, materials, and supplies as 
have been mined or produced in the United States, and only such unmanufac- 
tured articles, materials, and supplies as have been manufactured in the 



XI 



United States substantially all from articles, materials, or suppliers 
mined, produced, or inanufactured, as the case may be, in the United 
St: tes except as noted below or otherwise indicated in this bid or 
authorized in the specifications. 

8. The undersigned agrees, upon receipt of written notice of the 

acceptance of this bid within days after the date }f opening of the 

bids, to execute the standard form of Government contract, in accordance 
with the bid as accepted, and give performance and payment bonds, with 
good and sufficient surety or sureties, for the faithful performance of 
the contract, and for the protection of all persons supplying labor and 
materials in the prosecution of the work, within days after the prescribed 



forms are presented for signature. 

9. The undersigned agrees to begin the work within 



calendar 



days after date of receipt of notice to proceed, and complete it within 
calendar days after date of receipt of said notice to proceed. 



By. 



(Bidder) 



(Name and Title) 



(Business Address) 



NOTt: "Read Standard Government Instructions to Bidders before preparing 
this bid. 



XII 



ST. LAWRENCE RIVER 

PROJECT 



FINAL REPORT 



942 



«% 



icA/7% ■ 



3K 



ROBINSON BAY LOCK 
ANALYSIS OF DESIGN 



to mm 



e 



•uiTi-r 



-LTU - 



II 



\ru 




/ 






i 



CORPS OF ENGINEERS, U.S. ARMY 

U.S. ENGINEER OFFICE • MASSENA, NEW YORK. 



APPENDIX HT.-I8 (3) 



ST. LAURENCE RIVER 



PROJECT 



* * * * * 



PINAL REPORT 



1 9 k 2 



ROBINSON BAT LOCK 



ANALYSIS OF DESIGN 



CORPS OF EN&IN3EHS, U.S. ARMY 



U.S. Engineer Office - Massena, New York 



July , 19^12 



APPENDIX I I 1-15 (3) 



PART ONE - Robinson Bay Lock, Analysis of Design, 
PART TWO - Robinson Bay Lock, Estimate of Cost. 



TABLE OF CONTENTS 

Par, No. Paragraph Title Page No. 

SECTION I - INTRODUCTION 

1-01 Purpose and Scope 1-1 

1-02 The Proposed Project • 1-1 

1-03 Sources of Information and Data for Design 1-1 

1-04 Description of Lock 1-2 

1-05 Location of Lock 1-4 

SECTION II - INVESTIGATION OF OVERBURDEN 
MATERIALS AND BEDROCK CONDITIONS 

2-01 Field Exploration for Dike Foundations and Lock Site 2-1 
2-02 Exploration of Materials for Backfill, Dikes and 

Concrete Aggregates 2-3 

2-03 Laboratory Testing 2-3 

2-04 Field Tests 2-5 

SECTION III - FOUNDATION TREATMENT AND DESIGN 
OF EXCAVATION SLOPES 

3-01 General 3-1 

3-02 Characteristics of Overburden Materials 3*1 

3-03 Characteristics of Bedrock 3-2 

3-04 Availability and Characteristics of Fill Materials 3-2 

3-05 Analysis of Excavation Slopes 3*2 

3-06 Backfill Slopes and Drainage Features 3-3 

3-07 Treatment of Foundations 3'3 

3-08 Design of Earth Foundation for Approach Walls 3-3 

SECTION JV - HYDRAULIC DESIGN 

4-01 Filling and Emptying System 4**~ 

4-02 Equalizer Culverts 4-5 

4-03 Pool Supply System 4-6 

4-04 Lock Unwatering System 4~7 

SECTION V - STRUCTURAL DESIGN - CONCRETE 

5-01 Stability Analysis 5-i 

5-02 Stress Analyses 5"3 

SECTION VI - STRUCTURAL DESIGN - STEEL 

6-01 Design Criteria 6-1 

6-02 Lock Gates 6-2 

6-03 Lock Valves 6-3 

6-04 Bnergencey and Unwatering De.ms 6-3 

6-05 Wire Rope Fenders 6-5 
6-06 Movable Bridge 



Par. No. Paragraph Title Page No. 

SECTION VII . MECHANICAL DESIGN 

7-01 Scope of Design and General Criteria 7-1 

7-02 Lock Gate Machinery 7-1 

7-03 Lock Valve Machinery 7-2 

7-04 Emergence Dam Derrick Machinery 7-2 

7-05 Wire Rope Fender Machinery 7-3 

7-06 Movable Bridge Machinery 7-3 

* * 

SECTION VIII . ELECTRICAL DESIGN 

8-01 Electrical System 8-1 

8-02 Operations Building 8-1 

8-O3 Galleries and Conduits 8-2 

8-04 Lighting 8-2 

8-05 Control 8-2 

SECTION IX . MISCELLANEOUS ITEMS 

9-01 Floating Mooring Bitts 9-1 

9-02 Check Posts 9-1 

9-O3 Coping Curbs and Corner Protection 9-1 

9-04 Recess Covers 9-2 

9-05 Pool Supply System Control Valve 9-2 

9-06 Va]ve Bulkheads 9-2 

SECTION X - DESIGN OF DIKE NO. 4 

10-01 General 10-1 

10-02 Location 10-1 
IO-03 Geological Features and Characteristics of Foundation 

Materials 10-1 
10-04 Availability and Characteristics of Dike Embankment 

Materials 10-2 

10-05 Description of Sections on Firm Foundation 10-3 

10-06 Analysis of Sections on Firm Foundation 10-3 

10-07 Description of Section on Soft Foundation 10-3 

10-08 Analysis of Sections on Soft Foundation 10-4 

10-09 Economy of Construction 10-5 



Appendix 111-18(3) 



APPENDIX A 

Description 

Memorandum* dated September 10* 1941 » subject; 'Conference on Navigation 
Structure s t St. Lawrence River Project", 

Memorandum, dated November 14* 1941 subject : "Study of Proposed Design 
for the Grass River Lock Filling System - St. Lawrence Seaway Development*. 
2 sketches 

APPENDIX B 

Plate Il-l plan of Exploration 

Plate H-2 plan of Exploration - Dike No. 4 

Plate II-3 Record of Exploration 

Plate H-4 Record of Exploration 

Plate II 5 Record of Exploration 

plate H-6 Record of Exploration 

Plate H-7 Record of Exploration 

Plate U-8 Record of Exploration 

Plate H-9 Record of Exploration 

Plate H-10 probing Results, Long Sault Canal* Dike No. 4 

Plate ii-ll Routine Test Results 

Plate 11-12 Routine Test Results 

plate H-13 pressure-Void Ratio Curves-undisturbed Clay Samples - Dike No. 4 

Plate 11-14 Typical Time Curves - Consolidation Test - Undisturbed Clay 

Sample - Dike No. 4 
Plate H-15 Typical Time Curves - Consolidation Test - Undisturbed Clay 

Sample - Dike No. 4 
Plate II-l6 Triaxial Shear Tests - Unidsturbed Clay Samples - Dike No. 4 
plate H-17 Triaxial Shear Tests - Undisturbed Clay Samples - Dike no. 4 
Plate III-l Till Contour Map 

Plate III-2 kfcchanical Analysis - Typical Overburden Materials 
Plate 17-1 Lock Filling Curves 
Plate IV -2 Lock Emptying Curves 
Plate IV-3 Mass Inflow and Outflow Curves - Pool between Robinson Bay and 

Grass River Locks 
Plate X-l Dike No. 4 - Geological Profile 

Plate X-2 Dike No. 4 - Contours of Firm Material beneath Clay 
Plate x-3 Dike No. 4 - Typical Foundation Materials 
Plate X-4 Dike No. 4 - Typical Foundation Materials 
Plate X-5 Dike No. 4 - Details - Stability Analysis 
Plate x-6 Dike No. 4 — Stability Analysis - Major Sections Analyzed 
Plate X-7 Dike No. 4 - Results of Stability Analysis 



APPENDIX C 
District Computations (separate cover - see St. Lawrence River District files) 



Design Analysis: ROBINSON BAY LOCK 



SECTION I - INTRODUCTION 

1-01. PURPOSE AND SCOPE. - This report on the design of Robinson 
Bay Lock is compiled for the purpose of permanently recording the basic 
historical and physical conditions of this feature of the St. Lawrence 
Project and to outline the research, assumptions and analyses made in 
designing the various elements of the structure. Due to limited time 
and personnel it has not been possible to design all details. It is 
believed, however, that all the fundamental features of design have been 
given sufficient consideration to produce a safe, practical, efficient, 
and economic lock structure. Based on this design plans have been 
drafted and specifications written in sufficient detail to permit ad- 
vertising for contract bids on a unit price basis. 

1-02* THE PROPOSED PROJECT. - The proposed project is outlined in 
the Annex to the Message from the president of the United States dated 
March 21, 1941 » H.D. No. 153 » 77th Congress, First Session as 
follows, in part j 

■Agreement between the United states and Canada 

ANNEX 
Controlled Single Stage project (238-242) 
for works on the International Rapids Section (St. Lawrence 
River) • 

The main features of the Controlled Single Stage 
Project (238-242) --- — - -_-_ are as follows: 

(1) - - 

(2) - - - 

(3) A side canal, with one lock, on the United 
States mainland to carry navigation around the Iroquois Point 
Dam and a side canal, with one guard gate and two locks, on the 
United States mainland south of Barnhart Island to carry navi- 
gation from above the main Long Sault Dam to the river south of 
Cornwall Island. All locks and navigation channels to provide 
30 ft. depth of water on the miter sills and tobe of the general 
dimensions of those of the New Welland Ship Canal. All navigation 
canals to be excavated to 27 ft. depth." 

1-03. SOURCES OF INFORMATION AND DATA FOR DESIGN. - in addition 
to the basic data obtained from subsurface explorations made by this 
office, the collection of information applicable tc the layout and 
design of Robinson Bay Lock as an integral part of the proposed waterway 
involved obtaining and referring to a large number of reports, drawings, 
and miscellaneous published and unpublished papers, inspecting a number 
of existing locks, and consulting with experts on^arious design features, 
Some of the important sources of information are listed below: 

Reports and Papers 

(1) St. Lav/rence Waterway Project - Report of Joint Board 
of Engineers, dated November l6, 1926. 

(2) Preliminary reports on lock hydraulic systems and lock 
gates. - Panama Canal, Third Locks Project. 

(3) Advance model test reports - Qilbertsville Lock Filling 
System - Tennessee Valley Authority. 

1-1 



(4) Prototype filling test data - Pickwick and General 
Joe Wheeler Locks - Tennessee River. (Nashville Districts) 

(5) Report and observation data on surges in canal above 
Ohio River Lock No. 41 • - Louisville and Portland Canal (Louisville 
District). 

(6) The Welland Ship Canal - 1913-1933, Reprints of 
Articles appearing in "Engineering* during 1929 » 193° » an d 1931 • 

Drawings . 

(1) Boss Survey Maps - basic topography for Long Sault 
Canal Area. 

(2) "St. Lawrence Waterway, International Rapids Section, 
Plan showing Controlled Single Stage Project, 238-242", in 5 sheets, 
dated January 8, 1940* - Department of Transport, Ottawa, Canada, 

(3) Welland Canal Locks - Department of Transport, Ottawa, 
Canada* 

(4) Mississippi River Locks and Dams, particularly Lock and 
Dam No, 24. (St. Louis District) 

(5) Tennessee River Locks, particularly Pickwick, Guntersville, 
Chickamauga, and Watts Bar Locks, (Nashville District) 

(6) Bonneville Lock - (Portland District) 

(7) Preliminary plans, Third Locks Project - Panama Canal. 

Field Inspection of 

(1) Welland Canal and Locks 

(2) Sault Ste, Marie Locks 

(3) Cornwall Canal Locks (Canada) 

(4) Mississippi River Locks Nos, 24, 25, and 26 

(5) Chicago River Lock 

(6) Calumet Sag Canal Lock 

(7) Lake Okeechobee Locks and Hurricane Gate Structures 

Consultation with 



(1) Mr, W, H, McAlpine, Chief Engineer, and Mr, B. W. Steelb, 
Head Engineer, Office, Chief of Engineers, U. S. Army, Washington, D. C. 

(2) Mr. Guy A. Lindsay, Engineer-in-charge , General Engineering 
Branch, Department of Transport, Ottawa, Canada. 

(3) Mr, M. E. Nelson, Engineer, U. S, Engineer Sub-office, 
University of Iowa Hydraulics Laboratory, Iowa City, Iowa. 

(4) Mr. L. C. Sabin, Vice President, Lake Carriers Association, 
Cleveland, Ohio. - Former superintendent of the Soo Locks. 

(5) Mr. Isaac De Young, Sault Ste. Marie, Michigan. - Former 
superintendent of the Soo Locks. 

(6) Design personnel of the Upper Mississippi Valley Division 
Office, St. Louis, Missouri, engaged on design of the new lock at Sault 
Ste. Marie, 

1-04. DESCRIPTION OF LOCK. 

(a) General . - Robinson Bay Lock comprises the upstream step 
of the two-lock scheme outlined in the ^-nnex to the Agreement quoted in 
par. 1-02 above for passing navigation by Long Sault Dam, the total lift 
of approximately 85 ft* being about equally divided between this lock and 



1-2 



Grass River Lock. The general, location, dimensions, and lift of the lock 
are substantially as proposed by the Joint Board of Engineers in its report 
dated November l6, I926. With respect to the entire project for develop- 
ment of the International Rapids Section of the St, Lawrence River, the 
lock as proposed herewith has the same function as contemplated by the 
Joint Board. 

(b) Pertinent Data. - Horizontal dimensions of the lock 
chamber are the same as in the Welland Locks, in accordance with the 
aforementioned Agreement. The length and alignment of approach guide 
walls were- designed to fit the canal dimensions and the prospective 
type and volume of traffic. These are such as to permit mooring of 
one large vessel along the outer portion of the wall without infringing 
on the clearway necessary for a boat coming out of the lock. The 
American Merchant Marine Institute has expressed approval of the pro- 
posed length and flare of these walls. The lengths are somewhat greater 
and the flares somewhat sharper than the corresponding walls at Welland. 
Dimensions and other pertinent data concerning the lock are listed below 
for convenient reference. 

Estimated Maximum H« W. ----------- El v . 249* 

Normal Upper Pool (Possible future development )- 

El. 242. 
Normal Upper Pool (Initial development) '- - - El. 238. 
Minimum Upper Pool (Navigation Season) - - - -El. 236. 

Controlled Lower Pool - — -- — _ - _ _ _ EL. 200 

Normal Lift : - 38* to 42» 

Possible Maximum Lift ------------49* 

Type of Lock Walls ---- — — — -- -concrete - 

gravity sections. 
Lock Chamber ------ 80* wide by 800 » clear length 

(nominal) (length between inner gate pintles = 860') 

NOTE: Investigation shows that under the proposed method of regulation 
a monthly mean pool elevation lower than 236 would have occurred 
during the navigation season only once during the 80 years of record. 

Length of Approach Guide Walls, each end - - - 1200 ft. 
Flare of Approach Guide Walls, each end - - - 1 in. 6.6 
Top of Lock Walls El. 251.5 

Upper Gate Sills El. 206. 

Lower Gate Sills --------------El. 166.5 

Ledge Rock Foundations - - - vary from about El. 130 to 

El. 143 
Maximum Height of Walls ------ — -- -about 122 ft. 

(c) Lock Sill Elevations . - In accordance with the criteria 
set forth in the aforementioned Agreement, lock gate and emercency dam 
sills have been set at elevations not less than 30 ft. below minimum pool 
stages. This provides for possible future deepening of the 27 ft. project 
contemplated in the initial excavation of navigation canals and channels. 
The Welland Canal lock sills similarly provide minimum depths of 30 ^*« 
The lower gate sills of Robinson Bay Lock have been set 3} ft. below the 
30 ft. depth in order to duplicate the lower gate heights of Grass River 
Lock. The upper gate sills have been set 30 ft. below a possible extreme 
low water stage of El. 236. 

(d) Operational Equipment . - The existing Welland Canal Locks, 

1-3 



designated "by the Agreement as the cirteria for general dimensions have 
been considered also as a guide to the minimum operational facilities and 
safety features that should be incorporated in the St, Lawrence Project 
Locks. Double miter gates are therefore provided at both ends of the lock 
chamber, similar to Welland Locks Nos, 6, 7t and 8, The extra gate at 
each end serves the dual purpose of guarding the inner gate against impact 
from navigation and, perhaps even more important, provides for maintenance 
of navigation in the event one gate becomes inoperative due to accident Or 
other causes, Wire rope fenders are provided, also similar to the Welland 
locks facilities, for protection of the miter gates. Filling and emptying 
of the lock chamber will be controlled by segmental type valves in side 
wall culverts, A movable highway and railroad bridge is provided across 
the upper end of the lock for access to long Sault Dam and the area 
between Long Sault Canal and the St* Lawrence River, A valve -controlled 
culvert is provided in one wall for supplying water to the controlled 
lower pool. Stop log type emergency dams, which will also be used for 
unwatering dams, are provided at both ends of the lock chamber. 

(e) Bomb-proofing. - No special provisions for bomb-proofing 
are included in the present plans. If, in the future, bomb-proofing of 
some of the most vulnerable elements of the lock is desired it is believed 
that protection to gates, valves, and operating machinery can be provided 
by building up the height of gate bay sections enough to give thick 
reinforced concrete roofs over the recesses or by providing heavy armor 
plate covers for the recesses, 

1-05. LOCATION OF LOCK. 

(a) Relation to Long Sault Canal . - The location of Robinson 
Bay Lock is of course primarily dependent on the location of Long Sault 
Canal. Comparative studies of the several possible locations and align- 
ments considered in laying out the canal necessarily included consider- 
ation of the effects on lock cost, safety, and use. Reference is made 
to the Design Analysis for Long Sault Canal for a description of canal 
location studies. Sheets Nos. l/l and l/ll of the drawings show the 
selected location for the lock and the adjacent portions of the canal. 

At this site the canal location is about 750 feet north of and approximately 
parallel to the location shown on the drawings prepared by the Canadian 
Department of Transport in 1940 f° r a controlled single stage development 
of the International Rapids Section (see par. l-03)» Early drilling for 
a tentative lock site on the proposed canal location indicated foundation 
rock at somewaht higher and more favorable elevations than appeared to 
exist at the Department of Transport location. This was generally borne 
out by subsequent, more complete exploration of the lock site and was an 
important factor in the adoption of the proposed canal location, 

(b) Topography. - The proposed lock site is located at a 
point on the canal profile where a pronounced change in average ground 
surface elevations occurs. Surface elevations upstream from the site vary 
generally from 15 to 50 feet higher than those downstream. This "step 
up» in grade tends to favor an economic balance between heights of dikes 
upstream and depths of canal excavation downstream and is therefore a 
natural site for the lock. The high ridge in which the upper end of the 
lock is located provides a natural dam to retain the upper pool and affords 
convenient approach grades for the access highway and railroad bridge 
crossing; see Sheet No. 20/1 of the drawings, 

(c) Overburden. - The overburden in the ridge and underlying 
the clay flat to the east of the ridge is mainly glacial till composed 
of silty to clayey gravelly sand which is suitable for earth dike and 

14 



\ 



backfill construction. The till in place is very hard and compact and 
is believed to possess ample bearing strength to permit founding the lock 
approach walls on piles. Overlying the glacial till in the flat area 
to the east of the ridge is clay varying in depth from zero to 50 feet. 
The upper 10 to 20 feet is brown, sandy clay which overlies soft, wet 
grey marine clay that has a low shearing strength. Excavation and dis- 
posal of the marine clay by ordinary "dry land - methods will be diffi- 
cult and costly, due to its wet, gummy nature. It is unsuitable for backfill 
or embankment construction. For these reasons consideration was given 
in locating the lock to reducing the required amount of excavation of 
soft clay to the minimum compatible with more important criteria. The 
lock has been located so that the maximum depth of clay in the excavation 
area is about 20 feet and the quantity of soft, grey clay to be excavated 
is very limited. See Section II and III below for a detailed description 
of overburden materials at the lock site, their profiles, character, and 
structure, and their effect on the design of excavation slopes, embank- 
ment sections, and foundations for the approach walls, 

(d) Ledge Rock, - Drill holes at the proposed lock site re- 
vealed ledge rock at levels ranging from about El, 133 *° **•!• 14&: see 
Sheets Nos, 1/2 to 1/4 of the drawings. While these elevations are 
from 37 to 24 feet below the required navigation grade for the bottom of 
the lock chamber, the explorations have not indicated ledge rock at more 
favorable levels at any other location in the vicinity. It is proposed 
to found the main lock walls, from end to end of lock chamber, and all 
gate and emergency dam sills on the rock. The alternative possibilities 
of founding these structures directly on the till (as proposed for 
approach walls) or on piles were discarded for the following reasons: 

(1) Founding on the rock will provide the strongest and 
safest structures, 

(2) Wall base loads are considered too high for founding 
directly on till, 

(3) If walls were founded on piles, concrete or steel 
bearing type piles would "be required by the high base loads and hard 
driving conditions. Special provisions would be required to resist the 
lateral earth pressure on walls. Driving of piles into the hard, boulder- 
filled till would be difficult. Ledge rock is the hard dolomite type 
characteristic of this region, with some interbedded strata of hard shale, 
and is considered excellent for supporting the heavy loads imposed by 
massive lock -walls. For a detailed description of the rock and discussion 
as to its suitability for foundations see Sections II and III below, 

(e) Additional Exploration and Study. - Prior to commencement 
of actual construction of the lock, the site should be more thoroughly 
explored by drilling to determine accurately the rock surface elevations 
throughout the length of main lock walls and for several hundred feet 
beyond the indicated location of the upstream end of these walls. While 
the selected lock location provides a satisfactory balance of lock wall, 
canal excavation and earth embankment costs on the basis of subsurface 
explorations completed to date, additional exploration and a more detailed 
economic study might indicate an advantage in shifting the lock a short 
distance upstream. This can be done without any basic change in layout 

or design of lock walls. 



1-5 



Design Analysis: ROBINSON BAY LOCK 

Section II - INVESTIGATION OF OVERBURDEN 
MATERIALS AND BEDROCK CONDITIONS 

2-01. FIELD EXPLORATION FOR DIKE FOUNDATIONS AND LOCK SITE. - 

(a) General . - Prior to October 1940, the Governments of Canada and 
the United States and various private companies made sub-surface explorations 
for the purpose of studying various plans and layouts of the project as a whole . 
During the exploration ten holes were drilled in the vicinity of the lock site, 
and no exploration was cpnducted at the dike site. The location of the drill 
holes is shown on Plate II- 1. Foundation exploration at the lock and dike sites 
since October 1940* conducted by the U. S. Engineer Department for the purpose 

of obtaining information for design, included extensive geological reconnaissance, 
drilling in overburden and rock, excavation and sampling of test pits and auger 
holes, probing in soft overburden, and the determination of bedrock elevations 
and study of general soil conditions by the seismic method. During the explora- 
tion the lock and dike sites were shifted several hundred feet to the north, and 
consequently, seme of the initial exploration is located outside of the final 
working area. Some exploration in the vicinity of the lock site also served as 
exploration for the canal site and Dike No. 3« The location and extent of all 
exploration at the lock and dike sites are shown on Plates II-I and II-2» Com- 
plete field and laboratory reports of all exploration and notes and computations 
of the seismic investigations are on file in the district office. The records 
of drilling, test pits, augering and probing are shown on Plates II-3 to 1^-9. 
All soil samples and rock cores are stored in the district soils laboratory. 

(b) Drill Holes . - Holes of three sizes were drilled in the vicinity 
of the lock and dike sites. Holes for the purpose of determining both overburden 
and bedrock conditions were drilled with diamond core drilling equipment using 
3-1/2 inch casing in the overburden and 2-1/8 inch bit to obtain bedrock cores. 
Holes drilled specifically for overburden investigation were drilled using either 
2-1/2 inch, 3-1/2 inch or 6 inch casing. All holes whose numbers are greater 
than D-1500 were drilled with 2-1/2 inch casing. When 2-1/2 inch and 3-1/2 inch 
casings were used, the overburden was dry sampled using sampling tubes 1-1/2 
inches and 2 inches in diameter, respectively. Soil samples were usually taken 
at 5 foot intervals or at changes in material, and wash boring between samples 
was permitted. These samples were stored in glass jars and were used for clas- 
sification, water content determinations, and mechanical analysis tests. Un- 
disturbed samples of clay material for, consolidation and shear tests were ob- 
tained from 6 inch drill holes which were comprised of holes D-ll6o, D-ll60A 

and D-H60B located on 10 foot centers near the lock site and holes D-1242 and 
D-1242A located 10 feet apart at the dike site. At first, attempts were made 
to obtain samples with the M. I. T. sampling spoon, but the spoon was not satis- 
factory in the soft clay. A sampling spoon specially constructed by Sprague and 
Henwood, Inc. and equipped with special features for retaining samples in the 
spoon was much more satisfactory. However, at hole D-1242 located in the clay 
area at the dike site, considerable difficulty was encountered in obtaining samp- 
les with the specially constructed sampling spoon. When the sampling spoon was 
withdrawn from the hole, the material often dropped out of the sample. Eighteen 
attempts were made in the soft clay between the depths of 6.5 to 44-5 feet. Six 
attempts were completely successful, six attempts were successful in obtaining 
only partial length samples, and in the remaining six attempts no samples were 
recovered. In hole D-1242A, similar difficulties were encountered to a depth of 
25 feet. At this depth compressed air was used to eliminate the vacuum at the 
bottom of the sampling spoon, and this procedure made it possible to retain the 

2-1 



samples in the sampling spoon. The information and data described in the Long 
Sault Canal Design* Analysis for hole D-ll6o, which is located in the canal ap- 
proximately 2,000 feet east of the lock proper, were used primarily for the de- 
sign of canal slopes in clay, but the data was also used to deternime the ex- 
cavation slopes in clay for the lower guide walls. A total of 23 holes were 
drilled in the vicinity of Robinson Bay Lock with a total footage of I92I feet , 
and at Dike No. 4 26 holes were drilled with a total footage of 1179 feet. 

(c) Test Pits . - A total of 75 shallow test pits was excavated to 
determine the overburden conditions in the vicinity of both sites. Some of the 
pits were excavated to determine the extent of the gravel bar which occurs on 
the ridge at the lock site. In general, these test pits were excavated to a 
depth of approximately 6 feet and were extended by auger boring wherever possible, 
Bag or jar samples were obtained from each general stratum of materia] encount- 
ered. One deep test- pit, T-lOOlp, was excavated to permit visual inspection 

of the foundation condition in the clay area at Dike No. 4 and for the purpose 
of obtaining undisturbed samples, for consolidation and shear tests. This test 
pit, located approximately 25 feet northeast of drill holes D-1242 and D1242A 
was 7 x 10 feet in size and was excavated to a depth of 18 feet. A total of 18 
undisturbed samples was obtained at depths of 8, 12, and 18 feet. Undisturbed 
cylindrical samples were obtained by pressing a split sampler into the clay by 
hand. 

(d) Auaer Holes . - A total of 39 auger holes was used to aid in the 
exploration of overburden conditions. The auger borings were excavated with a 
5 or © inch hand auger as deep as possible, and wherever overburden conditions 
permitted were extended by hand probing to firm material as described in the fol- 
lowing paragraph. Jar samples were taken at changes in material in all auger 
borings. 

(e) Probings. - During the first part of the exploration program 
holes were probed by hand to extend auger holes. Hand probing was conducted by 
driving a 3/4 inch rod with a 14 pound sledge hammer. A record of the rates of 
penetration was included in the field report of each probing. To calculate the 
rate of probing in feet per hour, it was assumed that the rate was one blow per 
second. Later, a Highmark Probing Machine was used to determine the depth to 
firm material in the clay foundation area of Dike No. 4» This machine drove a 
1-1/4 inch probing pipe with a removable, closed, pointed end. Samples were 
taken with a sampler 3/8 inches in diameter after the closed, pointed end was 
retracted without pulling the casing. To obtain soil samples in clayey materials 
a sampler consisting of an open end 3/8 inches in diameter pipe was forced into 
the soil below the probing pipe. In sandy materials a sampler consisting of a 
closed end 3/8 inch pipe with a slot 2 inches from the bottom was used. The 
samples obtained were either soils washed through the slot or scraped through 
the slot as the sampler was moved up and down several times. The probing pipe 
was driven with a hammer weighing 163 pounds, dropping approximately 12 inches 

at an average rate of 50 blows per minute. A field log was prepared for each 
probe hole, and the rates of penetration, as well as the description of samples 
obtained, was recorded. A total of 23 holes was probed with this machine for a 
total footage of 909 feet. 

(f ) Seismic Investigations . - Preliminary investigations for deter- 
mining the location of bedrock and existing overburden conditions were conducted 
at the' lock site using the seismic method. The method used was developed by 

E. R. Shepard, Senior Physicist, Office of the Chief of Engineers (for brief 
description see article "The Seismic Method of Exploration Applied to Construc- 
tion Projects," by E. R. Shepard, The Military Engineer, September - October 
1939)- A total of seven seismic lines was fired in the vicinity of the lock 
site. The results of three lines were inaccurate due to frost conditions, and 

therefore, the locations are not shown on Plate II-l. A complete detailed report 

2-2 



of all seismic investigations conducted for the entire St. Lawrence River Pro- 
ject is on file in the district office, 

2-02. EXPLORATION OF MATERIALS FOR BACKFILL, DIKES AND CONCRETE 
AGGREGATES. 

(a) Backfill and Dike Embankments , - The exploration described in 
paragraph 2-01 for the overburden and bedrock at the lock site served to lo- 
cate suitable earth and rock fill materials for the lock structure and dike em- 
bankments. Since suitable earth fill material and rock are available from re- 
quired excavation, an additional program of exploration was not required, 

(b) Sand and Gravel Filter and Backing . - Exploration was conducted 

to locate deposits of suitable material for the sand and gravel filters and back- 
ing for the embankments and backfill behind the lock walls. It is believed that 
all deposits within a radius of 15 miles of the site have been located. The 
most feasible deposits were sampled and tested to determine the gradation of the 
material. A complete report of these investigations is on file in the district 
office. Some sand and gravel is available from the superficial beach deposits 
on the ridge at the lock site, as determined by the exploration described in 
paragraph 2-01 (c). 

(c) Concrete Aggregates . - Exploration to locate suitable sources 
of concrete aggregates are being conducted. It is planned that the explora- 
tions will be completed so that information will be available prior to letting 
of the contract. At present time it is planned to obtain concrete aggregates 
by a separate contract. Many deposits of sand and gravel within a radius of 

23 miles of the site have been sampled and representative samples have been tes- 
ted in the Central Concrete Laboratory at West Point, New York, to determine 
the suitability of the materials for concrete aggregates. The most promising 
rock quarries in the vicinity have been sampled and the materials tested in the 
Central Concrete Laboratory. Studies are being made to determine if suitable 
stone sand can be produced from rock available from local quarries for fine con- 
crete aggregate. Natural deposits of sand or sand and gravel are being explored 
which are outside of a 2$ mile radius and are near a railroad or near the St. 
Lawrence River. A complete report of all investigations will be placed on fi]e 
in the district office. 

(d) Riprap .- No exploration has been made for riprap since sufficient 
quantities will be available from rock excavation for the lock structure and 
from hand picked stones, cobbles and boulders from the lock backfill and dike 
embankment materials. 

2-03. LABORATORY TESTING. 

(a) General . - The purpose of the testing program was to determine 
the characteristics of the overburden and foundation materials by using samp- 
les and data obtained during the field exploration. No tests were made on rock 
specimens. Routine tests were made in the district soils laboratory to aid in 
the determination of general characteristics of the overburden and available 
embankment materials. Consolidation and shear tests and a few routine tests 
were made in the Binghamton District Soils Laboratory at Ithaca, New York, to 
determine the stress-strain characteristics of the clays. The tests at Ithaca 
were made in conjunction with tests on other samples from clay areas in the 

vicinity of the Long Sault Canal. Discussions of the development of testing 
procedure and of analysis of the data are given in the Long Sault Canal Design 
Analysis. 

(b) Routine Tests . 

(1) All samples from drill holes, test pits, and auger holes 

have been classified using the M.I.T. scale of soil classification and the results 

2-3 



recorded in laboratory reports of each hole. Grain size determinations have 
been made of representative samples to serve as a guide in the classification 
of all soil samples. General geological descriptions of the overburden at 
each hole were prepared after studying the laboratory classifications and field 
logs. The bedrock was classified by a geologist after examining rock cores 
and studying field logs. The general geological descriptions of overburden 
and rock are shown on Plate 11-3 to II-9. Numerous water content determina- 
tions were made from jar samples taken from the clay areas, but only a few 
determinations were made on samples of glacial till. Specific gravity deter- 
minations were made of the solid soil particles of representative samples of 
both clay and till. A few natural density determinations were made. Liquid 
limit tests were made on the clay. A summary of the results of tests on sam- 
ples from D-II60 is shown on Plate 11-11. The results of tests on samples 
from D-1242, T-lOOlp, and other holes at Dike No. 4 are given on Plate 11-12. 
The results of all tests are included in the reports of each hole on file in 
the district office. 

(2) The soil samples obtained with the Highmark Probing Mach- 
ine were classified in the soils laboratory. The classification recorded for 
each sample was very general since the samples were not considered to be 
truly representative. The general classifications are shown on Plate ll-10. 

(c) Consolidation Tests . - Numerous consolidation tests were made 

on undisturbed clay samples from the dike site to aid in determining the shear- 
ing strength and to determine the settlement of the dike foundation. All 
test specimens were 4-1/4 inches in diameter and 1-1/4 inches thick. The 
results of tests on samples from holes D-1242 and T-lOOlp are summarized as 
pressure-void ratio curves, shown on Plate 1I-I3 . A few typical time curves 
are shown on Plates H-14 and H-15. The results of tests on D-II60 are in- . 
eluded in the Long Sault Canal Design Analysis. No tests were made on glacial 
till. 

(d) Shearing Strength . 

(1) Tests for determining the shearing strength of the clay 
were made by triaxial shear tests on undisturbed samples on a constant strain 
type of universal testing machine to which has been added equipment for ap- 
plying lateral pressure to a cylindrical soil test specimen. For hole D-ll6o, 
specimens of two sizes were tested: 4-1/2 inches in diameter and 9 inches 
long, and 2.8 inches in diameter and 5»& inches long. For holes D-1242 and 
TlOOOp, tests were made on specimens of only one size, 2.8 inches in diameter 
and 5»& inches long. 

(2) Consolidated quick shear tests and quick shear tests 
were made on samples from holes D-1242 and TlOOlp. Consolidated quick shear 
tests were made by allowing complete consolidation under various constant 
lateral pressures and then shearing to failure. Quick shear tests were made 
under various constant lateral pressures and shearing to failure without al- 
lowing consolidation. The constant rate of strain for both types of tests 
was 0.10 inches per minute. Shear tests on samples from hole D-II60 are 
described in the Long Sault Canal Design Analysis. 

(3) The results of tests on samples frcoi holes D-1242 and 
TlOOlp are shown on Plates II-16 and 11-17. Test results on samples from 
hole D-II60 are given in the Long Sault Canal Design Analysis. It was con- 
cluded from the results of studies described in the Long Sault Canal Design 
Analysis that the proper shearing strength values to use for the clays in 
this vicinity were those obtained from the quick shear tests. Based on these 
conclusions and a study of the data obtained from the drill hole reports, it 
was concluded that the average shearing strength for the clay foundation of 
Dike No. 4 I s 35® pounds per square foot. From the studies described in the 
Long Sault Canal Design Analysis, the shearing strength of the clay at the 
lock site was determined to be 600 pounds per square foot. 

2-4 



2-04. FIEUJ TESTS. - Drill hole D-1173t located on the ridge near the 
upper end of the lock site, was converted into an observation well to observe 
ground water elevations. When the casing was pulled, an open pipe was embedded 
in sand and gravel so that the elevation of the water table could be measured. 
The top 10 feet of the hole was filled with impervious material to prevent 
surface water from entering the well. 



2-5 



Design Analysis ; ROBINSON BAY LOCK 

SECTION III - FOUNDATION TREATMENT AND DESIGN 
OF EXCAVATION SLOPES 

3-01. GENERAL. - The design of the excavation slopes and the found- 
ations for Robinson Bay Lock involved a study of the characteristics of the 
overburden materials and the foundation conditions, the determination of 
stable excavation slopes in both soft and firm materials, and the consider- 
ation of treatment for the lock foundation. The methods, extent and results 
of the investigations to determine the characteristics of the foundation and 
embankment materials have been described in Section II. This section includes 
a summary of the results of those investigations which are pertinent to the 
designand a discussion of the foundation treatment for the lock. 

3-02. CHARACTERISTICS OF OVERBURDEN MATERIALS. 

(a) Distribution. - The overburden through which the excavation 
for the lock will be made is mainly glacial till except east of the Bl. 220 
contour. Plate III-l shows the contours of the glacial till underlying the 
clay in the vicinity of the lower guide walls, ^he maximum depth of exca- 
vation in clay for the lower guide walls is about 25 feet. The glacial till 
on top of the ridge at the upper part of the lock is capped with about 5 feet 
of sand and gravel. The maximum depth of excavation in till is about 110 feet. 

(b) Characteristics of Clay . - The clay deposit consists of soft, 
gray silty marine clay overlain to a depth of a pproximately 10 feet with firm 
brown sandy clay. The grey ciay contains many shells, and the grain size 
curves indicate from 10 to 30 percent by weight colloidal sizes. Typical 
grain size curves are shown^on Plate III-2. The specific gravity of the clay 
varies from 2.72 to 2.77» The water content of the brown, sandy clay is 
about 40 percent, and that for the grey clay averages about 65 percent by dry 
weight. The water content of the grey clay does not vary appreciably with 
depth. The average value if the liquid limit for the grey clay is 43 percent 
water content, which is considerable lower than the average water content of 
65 percent. The unit weight of the brown, sandy clay is approximately 110 
pounds per cubic foot. The saturated unit weight of the grey clay is approxi- 
mately 1Q5 pounds per cubic foot, which corresponds to a void ratio of 1.80. 
Determinations of the preconsolidation load for the various undisturbed samples 
taken from D-II60 indicate no agreement between these valuse and the existing 
overburden pressures. The average shearing strenght of the grey clay is 600 
pounds per square foot according to studies described in the Long Sault Carial 
Design Analysis. No shear tests where made on samples of the brown, sandy clay 
from hole D-ll6o, but according to tests on samples from other drill holes there 
are indications that the shearing strength is considerably greater than that 

of the grey clay. 

(c) Ch aracteristics of Glacial Till . - The deposit of glacial till 
consists of compact, clayey or silty gravelly sand with scattered cobbles and 
boulders, except in a limited area on top the ridge where a superficial beach 
deposits of sand and gravel occurs to a depth of about 5 feet. T here is no 
evidence of sand lenses in the till. In general, the till near the exposed 
surface and the contact surface with the clay contains less silt ot clay then 
the underlying till. Within any deposit there may be considerable variation in 
the quantity of clay or silt which acts as a binder, but in general, the frill is 
very compact. Plate III-2 shows grain size curves of various samples of till 
which are believed to be typical. From the results of a few tests and ex- 

3-1 



amination of samples the unit weight of the till in place is about 140 
pounds per cubic foot. The specific gravity is about 2.75. No shear 
tests were made on glacial till samples, since experience with similar 
materials has shown that for the existing till deposit an angle of 
internal friction of 4° degrees and a cohesion of 200 pounds per square 
foot may be used to obtain a conservative design. It is estimated that 
the coefficient permeability of the glacial till in nature is approxim- 
ately 0.000001 cm. per second. Ground water readings at the observation 
well located at hole D-1173 which is in till have shown the phreatic line 
to vary from 12 to 17 feet below the ground surface during the months 
from April to December 1941* 

3-03. CHARACTERISTICS OF BEDROCK. - The bedrock const ist of dolomite 
interbedded with thin strata of limestone and shale. The limestone occurs 
in beds from 1 to 5 feet in thickness. The shale beds, except for a few 
beds from 1 to 2 feet thick, occur generally as thin stringers up to 1 inch 
in thickness. The rock is generally fairly sound, hard and unweathered. 
The bedding of the rock is almost horizontal , and the rock is cut by 
several joint systems apparently haphazard in pattern. The rock cores re- 
covered from drill holes in the vicinity of the site show that no large 
open fissures exist in the upper 20 feet of the rock. None of the drill 
holes extended more than 20 feet into rock. 

3-04. AVAILABILITY AND CHARACTERISTICS OF FILL MATERIALS 

(a) Earth Fill. - The material for earth fill will be obtained 
from structure excavation. The material in nature will have the character- 
ises described in paragraph 3-02 (c) for glacial till. The material, 
which consists of a compact, clayey or silty gravelly sand with scattered 
cobbles and boulders, is well graded and contains sufficient quantities 

of silt and clay which act as a binder to obtain good compaction. It is 
estimated that the compacted wet weight will be approximately 130 pounds 
per cubic foot. When compacted the material will be relatively impervious 
and will have an estimated coefficient of permeability of 0.00001 cm. per 

(b) Sand and Gravel Backing and Filters. - Sand and gravel for 
the downstream filter blanket of adjacent dike sections and behind lock 
walls and for backing under riprap will be obtained *« »^"» ?£ e ^ 
by the contractor. Excess material from coarse aggregate processing may 
be used for filter material providing it passes the specification. All 
stones greater than 6 inches will be removed from back: *B «* «"« 
materials. There are within 15 miles of the site small, »»^ficial 
deposits of sand and gravel containing material which is believed to 
suitable. and the rock toe fill ets of the 

cobbles, and boulders from the look backfill and the dike e ^ 
The rook obtained from structure excavation will be comp 
sound dolomite. 

3-05. ANAYLSIS OF EXCAVATION SLOPES 

(a) Ge neral. - The excavation slopes selected for Robinson 
Bay Lock are shown on the drawings. Excavation of slopes in the dry has 

3-2 



been considered the most satisfactory construction method, and the 
analysis has been made on this basis. 

(b) slopes in Clay. - Analyses and studies for the design of 
the excavation slopes for the Long Sault Canal below Robinson Bay Lock 
apply also to the design of the excavation slopes in clay at the lock site. 
These analyses and studies and the results are described in detail in the 
Design Analysis for the Long Sault Canal. The (/-Circle method of analysis 
was used as is described and presented in the paper "Stability of Earth 
Slopes" by Professor D. W. Taylor, Journal of the Boston Society of Civil 
Engineers, July 1937. The analysis was based on excavating the slopes in 
the dry, using the saturated weight of material equal to 110 pounds per 
cubic foot. The shearing strength of 600 pounds per square foot was used as 
determined by shear tests on the gray clay. Based on the results of the 
analyses, the slopes shown On the contract drawings have a minimum stability 
ratio of 1.50 or greater. 

(c) Slopes in Glacial Till. - An analysis of the excavation slopes 
at the maximum depth of cut in till was made using the QAcircle method. 

The analysis was based on excavating the sopes in the dry, using a wet 
weight of 130 pounds per cubic foot, an angle of internal friction of 4° 
degrees and a cbhesion of 200 pounds per square foot. For a minimum 
stability ratio of I.50 the allowable slope to prevent a major slide was 
determined to be steeper than 1 on 2, but due to the uncertainty of ground 
water conditions, local sloughing, and effect of construction methods, the 
allowable slope was establised as 1 on 2, 

3-O6. BACKFILL SLOPES AND DRAINAGE FEATURES. 

(a) Backfill slopes. - Backfill behind the lock walls will be 
compacted earth fill. The material will be obtained from structure ex- 
cavation. In general, the blackf ill slopes have been selected to blend 
in with the topography around the lock site allowing sufficient gradient 
for surface drainage. The steepest blackf ill slope of 1 on 3 has been 
established. 

(b) Drainage Features. - To control the seepage along the back 
of the lock walls and to lower the ground water table, a layer of pervious 
filte material will be pieced along the back of the walls as shown in the 
contract drawings. In the lower section of the filter layer a perforated 
pipe will be placed with its outlet at the lower end of the lock wall be- 
low the elevation of the lower pool. Due to the impervious nature of the 
backfill, no other filter drains have been provided. 

3-07. TREATMENT OF FOUNDATIONS. - T he foundation for the lock walls 
will be sound bedrock. All loose, weathered or badly fractured rock will 
be excavated to produce a suitable foundation. The bedrock will be 
grouted as shown on the contract drawings. Due to the limited quantity 
of seepage water and the pressures that can be developed in the foundation, 
bedrock it is not deemed necessary to grout except as required to provide 
seepage cut-off curtains across the lock in the foundations of all emergency 
dam and lock gate sills. However, if during final exploration it is deter- 
mined that gypsum or large cavities occur in the foundation rock, the 
grouting program will be altered to properly treat the conditions. 

3-O8. DESIGN OF EARTH FOUNDATION FOR APPROACH WALLS. - The approach 
walls will be constructed on firm material which will be mainly compact 
glacial till. Based on the characteristics of the till in nature as 

• 

3-3 



described in paragraph 3-02 (c) , the depth of the footing and the design 
of the walls, the maximum allowable bearing capacity on the earth was 
chosen as 10,000 pounds per square foot. This value is believed some- 
what conservative and if not exceeded, the deformation under load will 
be very small. 



3-4- 



Design Analysis t ROBINSON BAY LOCK 

SECTION IV - HYDRAULIC DESIGN 

4-01. FILLING AND EMPTYING SYSTEM 

(a) General Description * - The side-wall culverts type of lock 
filling and emptying system was adopted for reasons of economy and proven 
performance in other locks. The Welland Canal Locks, the Tennessee River 
Locks, and the Upper Mississippi River Locks are outstanding examples of 
the successful use of the side- wall culverts type system. The massive con- 
crete walls of Robinson Bay Lock provide ample space for the culverts and 
their lateral intake and discharge ports. Since no floor structure is pro- 
posed for the lock chamber t (see par. 5-01(d)) a bottom filling system 
would require the additional expense of a separate floor culvert. Seg- 
mental type valves, one in each culvert at each end of the lock chamber, 
are provided for control of filling and emptying. Intake ports are pro- 
vided just above the upper gates and discharge ports just below the lower 
gates. Stream- lined ports for filling and emptying are spaced along the 
length of lock chamber to provide uniform distribution of inflow during 
filling. The systems are the same in each wall, disposed opposite hand. 
The type and general layout of filling and emptying system described 
above was approved in the conference held in this office on September 9, 1941; 
see Memorandum dated September 10, 1941, subject: "Conference on Navigation 
Structures, St. Lawrence River Project", Appendix. Mr. M. E. Nelson, 
Engineer, U. S. Engineer Sub-office, Hydraulics Laboratory, University of 
Iowa, Iowa City, Iowa, reviewed the design of the proposed system and his 
recommendations as contained in Memorandum dated November 14, 1941, 
subject: "Study of Proposed Design for the Grass River Lock Filling System, 
St. Lawrence Seaway Development", have been incorporated in the plans; see 
Appendix. 

(b) Filling - Study of Culvert and Valve Sizes . - At the afore- 
mentioned conference it was decided that the system should be designed to 
provide normal filling (i.e. with a boat in the lock chamber) in about 
10 minutes with a maximum rate of mater surface rise of about 8.5 ft./min. 
Several culvert and valve sizes, with various rates of valve opening, were 
studied. This included 14' x 15' ; 12 • x 14* ; and 12 » x 12' sizes. It was 
found that the 12 x 12 size, based on opening the valve at a uniform rate 
in 4 minutes, would provide a filling time of about 10.7 minutes, with a 
maximum instantaneous rate of rise of 7.4 ft./min. Attention is invited to 
the filling characteristics shown by the curves of Plate IV-1. The 12 • x 12 • 
valve and culvert size was adopted as it appears to satisfy the criteria 
noted above. It might be noted in passing that same size was used in the 
Kentucky Project (Gilbertsville ) Lock, which has a larger horizontal area 
and volume of lock chamber than Robinson Bay Lock. Larger valves sizes 
would permit filling in slightly shorter time but would require that the 
valve opening period be lengthened to avoid an excessive rate of rise. In 
this connection the experience at Welland Lock is pertinent. All culverts 
in those locks are provided with double valves, each 7* x 15' the equivalent 
of a single 14' x 15 • valve. If the valves in both side walls culverts 
were opened simultaneously, filling could be accomplished in from 7 to 8 
minutes at those locks, "avigators objected, however, to the rapid rate of 
rise and excessive turbulence resulting from such operation. Therefore the 



4-1 



practice there is to open the valves initially in one culvert only, during 
a period of about 3 minutes. When the stage in the lock chamber rises to 
a level within five or six feet of upper pool the valves in the other 
culvert are opened to speed the final filling. This process results in a 
total normal filling time at the Welland Locks of about 15 minutes* It 
appears, therefore, that the valves and culverts at Welland might have been 
made smaller size, since the full capacity provided is not used except 
perhaps in filling a lock chamber when no boat is in it. The valve machinery 
for Robinson Bay Lock is designed to permit opening in a time as short as 
1 min. 40 sec, see par. 7-03 # This provides a speed-up in filling time to 
about 9.55 minutes; see Plate IV- 1* This facility for filling at a faster 
rate than might be desirable when "locking- up" a Voat will permit hastening 
the passage of a succession of down bound boats* 

(c) Emptying . - Since the emptying operation causes no disturbance 
in the lock chamber and since the discharge therefrom will not affect boats 
moored along the downstream half of the lower approach wall, it is desirable 
to empty the lock chamber as rapidly as practicable. Therefore, it is ex- 
pected that the emptying valves will normally be opened at their maximum 
design rate, i. e. fully opened in 1 min. 40 sec. The computed time for 
emptying the lock chamber on this basis is 12.4 minutes; see Plate IV-2. 
This emptying time was computed on the basis of a constant discharge coef- , 
ficient of 0.6 as compared with a coefficient of 0.8 used in computing the 
filling time. Observations of prototype and model hydraulics of the Pick- 
wick Lock and other locks with similarly designed systems indicate that 

the comparative efficiencies of emptying and filling are generally as 
represented by the above coefficients. In this connection reference is made 
to the aforementioned memorandum of Mr. Nelson. In order to decrease the 
emptying time indicated above, the culverts below the lower valves have been 
given a benturi shape by flaring the seotion to 16 • x 16* at the discharge 
manifold. This was done at the suggestion of Mr. Nelson. The effect of this 
venturi shape in increasing discharge and decreasing emptying time has not 
been evaluated but is believed to be appreciable. 

(d) Intake Manifold . - At the aforementioned conference on Navi- 
gation Structures it was decided that no additional length of lock wall 
should be provided for the purpose of distributing inflow among a number 

of small intake ports. This was based on the premise that, from an 
hydraulic standpoint, a single large opening, properly bell-mouthed to provide 
the discharge efficiency assumed in computing the filling characteristics 
would serve as well as a number of small openings spread over a considerable 
length of wall. Accordingly the length of the lock walls proper above the 
upper gate ms determined on the basis of bridge, derrick and emergency 
dam requirements, and other considerations not related to intake manifold 
space. The length of walls required by these considerations, however, provided 
sufficient spaoe to distribute the total intake area among five ports, each 
5* x 12 • at the entrance. Since the wall space was available it was considered 
desirable to so distribute the required intake area in order to simplify 
provisions for trash racks. The culvert section leading up to the intake 
manifold is flared from 12 • x 12* to 12 » x 18* to reduce entrance velocities 
and eliminate any tendencies toward the creation of suction whirls and en- 
trainment of air at the intake. This scheme of progressively increasing the 
total discharge area is continued through the ports to the point of entrance 
and the face of the wall. The following figures indicated the rate of en- 
largement from the culvert through the manifold* 



4-2 



Culvert area above upper valve 144 s.f • 

Culvert area at beginning of manifold 216 s.f • 

Total ports throat area 270 s.f. 

Total ports entrance area 300 s.f. 

This arrangement provides for a gradual increase to the maximum velocity- 
head reached during flow and thereby minimizes the various losses in head 
incurred upstream from the valve. Individual port throat areas are in- 
creasingly "choked" from the upstream to the downstream end of the mani- 
fold to provide approximately uniform distribution of inflow* The piers 
between ports are moderately streamlined for the sake of efficiency, but 
no metal linings are deemed necessary. See Sheets Nos. 15/1. 15/2, snd 
15/3, of the drawings for details of the intake manifold* based on the 
sketch accompanying Mr. Nelson's memorandum. Appendix* 

(e) Lock Chamber Ports * - The design of loc chamber ports was 
based primarily on model and prototype experience at Pickwick, Kentucky 
Project (Qilbertsville), and other Tennessee River locks* The spacing of 
ports followed that recommended for Kentucky Project Lock, as given in the 
T*V*A. "Advance Report No. 3, Qilbertsville Lock Filling System" (Report 
No. 8-208), dated June 1939* See Sheets Nos. 15/4 and 15/5 of the drawings 
for the adopted spacing of ports* The determining criterion for this spacing 
w&s, of course, to achieve uniform distribution of inflow along the length 
of the lock chamber, with resultant minimum tendencies toward the creation 

of longitudinal surges. The number of ports selected was such as to cover 
the entire length of lock chamber between culvert valves, at the above-noted 
spacing. The size of port throats was made such that their combined area 
equals about 94% of the culvert area* This compares with about 92.2j£ at 
Watts Bar Lock, B6»B% at Kentucky Project Lock, and 80*6% at Chickamauga Lock* 
The basis for making total port throat area slightly less than culvert area 
is the increased discharge efficiency provided by increasing the port cross- 
section toward the lock chamber* An excess of port throat area would ad- 
versely affect uniformity of inflow distribution* The flared shape of ports 
is desirable, in turn, of aiding dispersion of the jet issuing into the lock 
chamber* Omission of a floor structure for Robinson Bay Lock, coupled with 
the considerable depth of "dead" chamber space between navigation clearance 
grade and the rock foundation, permitted sloping the ports downward from the 
culvert into the lock chamber* By this arrangement the issuing jets of 
water will pass under a ship's hull at the maximum draft allowed by the sills* 
Also, the jets impinging on each other from opposite sides of the chamber 
will tend to be deflected downward rather upward t which would result in 
dissipation of the energy with little accompanying turbulence in the prism 
occupied by boats* Port openin'gs are rounded on both culvert and lock walls 
faces, to streamline the flow and increase the efficiency of filling and 
emptying operations* See Sheet No* 15/6 of the drawings for details of the 
ports* 

(f) Discharge Manifold * - As in the case of the intake manifold 
it was decided that, from the hydraulic standpoint, a single large outlet 
would serve as well as a number of small outlet ports spread along the wall 
below the lower gate* Discharge at the We Hand Locks was affected by simply 
bending out the culverts to the face of the lock wall* This results in 
extreme turbulence just below the lower gates during emptying, but the effect 
carried for only a short distance downstream and is not hazardous to navi- 
gation* On this basis the length of Robinson Bay Lock walls below the lower 
gates was fixed by considerations other than space required for a discharge 
manifold. However, as in the intakes section, these considerations provided 



4-3 



more wall length than need for a single, concentrated outlet* so advantage 
was taken of the available space to give some spread to the discharge* 
Some reduction in turbulence and erosive action will result from this 
spread and therefore the slight additional cost of formwork appeared 
justified* Four 5 ft. wide ports separated by 5 ft* wide piers were provi- 
ded to form the discharge outlets* The culvert approach to the discharge 
manifold is flared from a 12 • x 12' section to a 16 • x 16 • section in a 
length of about 50 ft* to increase the emptying rate as noted in subparagraph 
(c) above* The ports were made the full 16 ft* height of the culvert in 
order to provide an excess of port over culvert area* The system described 
above produces a progressive decrease in velocity head as the outlet is ap- 
proached, by reason of the divergence in discharge area, and thus develops 
a reverse effect to that of the intake end* The rate of divergence is in- 
dicated by the following comparative discharge areas: 

Culvert area below lower valve 144 s*f* 

Culvert area at beginning of manifold 256 s*f • 

Total area of ports 320 s*f* 

At Mr* Nelson's suggestion the piers between ports are extended out into 
the culvert at lengths progressively increasing from the upper to the lower 
end of the manifold, for the purpose of distributing discharge uniformly 
among the ports* The inner ends of the piers are moderately streamlined 
to assist uniform distribution and increase efficiency of outflow* See 
Sheets Nos* 15/7 and 15/8 and 15/9 of the drawings and the sketch accompanying 
Mr* Nelson's memorandum, Appendix, for details of the discharge manifold* 

(g) Valves * - As single valve is provided in each culvert near the 
upper end of the lock chamber to control filling and another in each culvert 
near the lower end of the chamber to control emptying* These valves are 
placed as close below the upper gates and above the lower gates, respectively 
as wall space conditions permit* Segmental type valves were selected on the 
basis of their satisfactory performance record in many locks, including the 
We Hand Canal, Bonneville, Tennessee River and Upper Mississippi River locks* 
Their adoption has been almost universal in locks built in the United States 
in recent years* The valves in this case are placed with the trunnions up- 
stream and the blade and seals downstream, the struts between blade and 
trunnions being in tension rather than compression* This arrangement, also 
used in the Tennessee River Locks, is desirable for two reasons* 

(1) Since the open valve pit will always be full to upper 
pool level whenever the valve is opened, no air can be sucked into the cul- 
vert through the pit* 

(2) The open pit will act as a surge chamber to protect the 
valve from heavy dynamic water loads in the event the valve is closed sud- 
denly during flow in the culvert (as might be occasioned by operating 
machinery or lifting strut failure* 

As noted in the foregoing it is planned that the valves will be opened 
in about four minutes when filling the lock chamber with a boat therein, 
and in about 1 rain* 40 sec* when filling with no boat in the lock chamber 
and for emptying* Bulkhead recesses are provided on both upstream and down- 
stream sides of all valves, to permit unwatering of any one valve without 
throwing the lock out of service* 

(h) Air Sealing and Venting* - With the intake design and valves 
arrangement as described above and since a 20 ft* depth of water exists in 
the downstream bulkhead recess at the time of opening a valve, it is believed 
that no trouble will be experienced with entrained air in the proposed system* 

4-4 



Therefore, no provision has been made for venting the culverts for relief 
of trapped air* As an additional precaution against possible air entrain- 
ment, however, the bulkehead recesses on the downstream sides of all four 
valves are designed so that sealing diaphrams can be added later if in- 
dicated desirable by operating experience* 

(i) Future Model Study * - The filling and emptying system has been 
designed on the basis of theoretical analysis, adaptation of similar designs 
for other locks which have been tested in models and checked in the proto- 
types, and practical observations at various operating locks* It is believed 
that the system showi on the drawings will satisfactorily meet the conditions 
for which it was designed* However, it is probable that a model study would 
reveal improvements that could be made in the size, shape, number, and spacing 
of ports, in the shaping of culvert transitions, and other details that could 
be modified without basic change in the system or the walls containing it* 
Moreover, a model study would give a reliable check on the computed filling 
and emptying characteristics presented herewith and would evaluate the effect 
on emptying time of flaring the culverts below the downstream valves* In 
view of the above and because of the importance of the structure, it is be- 
lieved that a model study of the system should be made prior to actual 
construction of the lock* Note that the study would be applicable also to 
Grass River Lock and possibly to future locks to be built in the Lachine 
and Soulanges sections of the Waterway* 

4-02* EQUALIZER CULVERTS. - Assuming that the double lock gates will 
normally be operated together, as they are in the Welland Locks, it is de- 
sirable to provide means for admitting water directly into or out of the 
area between the gates, to avoid back pressures on the inner gates that would 
tend to "open the miter"* For the upper bay set of gates a single "Equalizer' 1 
culvert is provided in the south wall of the lock, connecting upper pool 
with the area between these gates* The duty of this culvert is to provide 
sufficient flow to offset the leakage past the seals of the inner gate, so 
that the water between the gates will be maintained at upper pool level* The 
capacity required for this culvert is not pre-deter-minable, but since a 
4' x4' culvert provided in the Welland Locks for the same purpose has proved 
adequate that size was adopted here* A manually operated slide gate is 
provided at the intake, so that the culvert can be closed to flow when the 
inner gate is not operable* "Equalizer" culverts are also provided at the 
lower bay, one in each wall, their general purpose being similar to that of 
the upper bay but their duty less simple* These culverts must provide for 
both filling and emptying of the area between the lower gates, e,t rates as 
close as practicable to the filling and emptying of the lock chamber* 
Therefore they are placed so as to connect the area between gates directly 
with the look filling system culverts, at a point Just above the lower valves* 
A manually-operated slide gate is provided near the lock end of each culvert 
to permit adjustment of culvert capacity to accord with lock filling and 
emptying rates and to permit closing the culvert to flow when the outer gate 
is not operable* Each of these culverts were made 4» x 4* in section, which 
provides slightly greater discharge area with respect to the volume between 
the two lower gates than the 12 » x 12 » filling culvert sections, with respect 
to the volume of the lock chamber between inner gates* These lower bay 
"equalizer" culverts are generally similar to corresponding provisions in the 
Welland Locks* See Sheets nos* 15/1 and 15/3, for the upper bay "equalizer" 
culverts and Sheets Nos* 15/7, 15/8, and 15/9, for the lower bay culverts* 



4-5 



4-03. POOL SUPPLY SYSTEM. 

(a) Purpose and Description. - The pool below Robinson Bay Lock, 
to be controlled at or close to El. 200, forms the intermediate stage in 
the total lift by Long Sault Dam; see par. 1-04 (a) above. The lift is at 
Grass River Lock will at times exceed the lift at Robinson Bay Lode by as 
much as 10 ft, thereby requiring about 700,000 c.f. of water more per lockage 
than provided by a Robinson Bay lockage. Therefore, to prevent excessive 
drawdown of the pool between the locks it is necessary to provide an additional 
water supply for the pool. On the Canadian Department of Transport plans 

for a Controlled Single Stage Project referred to in par. 1-03 above, a 
separate supply weir structure in the vicinity of Robinson Bay Lock was 
proposed for this purpose. As our design studies progressed, it appeared 
feasible and more economical to build the water supply system integrally 
with Robinson Bay Lock, the massive concrete walls furnishing ample space 
for a supply culvert of any size likely to be required. Accordingly, the 
adopted pool supply system consists of a culvert extending from an upper 
pool intake in the upper guide wall, down through the south wall of the lock 
proper to an outlet at the lower end of the lower wing wall. Valve control 
is provided at the upper gate by section of the lock. 

(b) Capacity . - The excess from draw the pool in a given period 
due to Grass River lockages will depend on the frequency of lockage and the 
order of the upbound and down bound boats. The maximum demand occurs with a 
continuous series of unbound boats. Attention is invited to Plate IV-3, which 
shows the results of mass outflow and inflow studies for various boat move- 
ments and several possible rates of supply. These studies assumed a total 
lockage time of 30 minutes (10 min. approach, 10 min. fill or empty lock, 

10 min* exit) and a boat speed of 6 m.p.h. between the two locks in all 
cases. Note that the maximum conditions Case I, require an average inflow 
of about 400 c.f .c. However, assuming each series of boat movements start 
when the pool is just full at El. 200, some initial drawdown would occur with * 
even higher rates of inflow than this. The following amounts have been 
computed for three orders of boat movements and two possible rates of inflow 
(Pool Storage Capacity at El. 200«625 ao.ft./ft. depth) x- 



Boat Movements 



Max. Drawdown with 
500 c.f.s. inflow 



Uax. Drawdown with 
1000 c.f.s. inflow 



Case I - Continuous series 
upbound 



0.28* 



0.19* 



Case II - Series alternately 
up-and downbound 



0.10 » 



0.08* 



Case III - Series each con- 
sisting of three upbound 
and one downbound 



0.18 • 



0.09' 



On the above basis it was considered desirable to provide for a maximum 
inflow capacity of about 1000 c.f.s. thereby limiting the maximum probable 
drawdown of pool to about 0.2 ft. A 6» x 6» culvert with an overall discharge 
coefficient of 0.6 will provide this capacity. That size was adopted. 



4-6 



(c) Intake* The pool supply culvert intake is in the lower end 
of the upper guide wall; see Sheet No* 15/10 of the drawings • Intake ports 
open to the back side of the wall, thus avoiding any "draw" effect they 
might have on navigation if they opened out to the channel side* These 
ports have a total discharge area double that of the culvert to insure full 
capacity flow. They have rounded corners for efficiency and have provisions 
for the installation of trash tracks* The excavation prism back of the guide 
wall, which will not be backfilled from the intake to upper end of the wall, 
provides such area so that maximum approach velocities will be about one- 
half ft •/sec* Therefore, no scour of banks nor adverse effects to navigation 
approaching the upper end of the wall should result* 

(d) Control Valve * - A control valve is provided in the supply 
culvert at the upper gate bay section of the lock; see Sheets Nos* 15/1*. 
15/3 and 15/13 of the drawings* It is desirable to provide control of the 
supply discharge in accordance with the varying demand so that water available 
for power generation will not be wasted* The demand will vary from zero 
during the winter to a possible maximum of 1000 c*f *s* for short periods 
under heavy navigation traffic conditions, probably averaging 200 to 300 c«f«s* 
during the navigation season* The valve must be capable of being operated 

at part-gate opening at all positions from fully closed to fully open* A 
Broome or caterpiller type was selected as being probably the best suited 
for these conditions* Valve dimensions of 4-1/2 ft. wide by 8 ft. high 
were chosen in preference to 6* x 6' to lessen the tendency to "chatter" 
at part-gate openings* Transition culvert sections of sufficient length to 
avoid losses due to sudden contraction or enlargement are provided on each 
side of valve* It was not considered necessary to provide an auxiliary valve 
since pool supply water can be passed by "dummy" lockages during any emer- 
gency period that the supply valve might be out of service* Bulkhead slots 
are provided from the top of the wall down to the culvert, to provide for 
unwatering the valve section* The upstream one is located in the upper 
guide wall and the downstream one in the lower wing wall* 

(e) Discharge * - The supply culvert discharge section is located 
at the downstream end of the lower wing wall; see Sheet No. 15/11 of the 
drawings* Vertical outlet ports are provided on the bank (landv/ard) side of 
the wall. It is believed that this arrangement will provide for dissipation 
of the energy of the issuing jets without scour of banks or detrimental 
effect on navigation* Note that such minor currents as are created by the 
supply system discharge will be on the opposite side of the canal from that 
used by navigation approaching the lock* 

4-04* LOCK UNWATERING SYSTEM. - It was decided at the aforementioned 
conference on navigation structures (see par* 4-01 (a) ) to provide for the 
permanent installation of pumps for the purpose of unwatering the lock* 
It is expected that the lock will ordinarily be unwatered at the close of 
each navigation season for routine inspection, repairs, and maintenance, 
as at the Welland Locks* However, it is possible that an emergency condition 
might require unwatering of the lock during the navigation season, in which 
case the time required for unwatering would become very important* For this 
reason it is believed the pump capacity should be liberal* A 24- hour un- 
watering period was arbitrarily selected as the basis for pump capacity. 
This would require an average discharge of about 18,800 g*p*m. against heads 
ranging from zero to about 45 ft* Two 14 inch centrifugal pumps, vertical 
shaft type with motor above to reduce space requirements, are provided to 
meet these requirements* They are placed in a dry pit in the north wall of 
the lock, at the downstream end of lock proper* The center of 

4-7 



the pumps is set low enough to insure that they will be primed at a water 
level in the lock chamber several feet below the work level El* 161.5 
at the lower gate sills* An additional pump of smaller size, 4" centrifu- 
gal vertical shaft type having a capacity of about 200 g*p*m* at 50 ft# 
head, is provided in a sump in the floor of the pump pit, to remove leakage 
water and to insure that the main pump pit is kept dry* ^he motor for this 
pump is controlled by a float arrangement that provides for automatic 
stopping and starting depending on the water level in the sump* A 4» x4' 
intake culvert in the base of the north wall leads from the bottom of the 
lock chamber to the pump section pipes beneath the floor of the pit* Ve- 
locities in this intake are low and head losses therefore negligible* The 
pump discharge pipes lead into a dimilar 4'x4' discharge culvert formed 
in the concrete lock wall, which in turn leads to an outlet in the lower 
pool a short distance downstream from the emergency dam stop log recesses* 
See Sheets Nos* 15-7 and 15/8 of the drawings for a layout of the unwatering 
system* 



4-8 



j 



Design Analysis: ROBINSON BAY LOCK 

SECTION V - STRUCTURAL DESIGN - CONCRETE 
5-Q1. STABILITY ANALYSES. 

(a) loading Assumptions. - Locks walls were designed throughout as 
gravity structures, m the analyses of stability the following unit load- 
ings were used: 

Weight of Water 62.5 lb./cf . 

Weight of Concrete 150 lb./cf. 

Weight of Dry Till 120 lb./cf. 

Weight of Saturated Till 130 lb./cf. 

♦Weight of Marine Clay --90 lb./cf. 

Bydrostatic Pressure- --- — — 62.5 lb./s*f ./ 

ft. ..depth 

Equivalent fluid pressure, Dry Till 33 lb./s.f./ 

ft. depth 

Equivalent fluid pressure, Saturated Till - 83. lb./s.f./ 

ft. depth 

♦Equivalent fluid pressure. Marine Clay - - 90 lb./s.f./ 

ft. depth 
Uplift - - - -full hydrostatic pressure effective over fp% base 
area, rock foundations, over 100^ base area, till 
foundations. 
♦Note:- All required backfill against lock walls will be constructed 
of till. These figures for marine clay are applicable only to a possible 
future loading condition of the lower guide walls, which might result from 
spoiling materials from deepening or maintenance dredging in the approach 
channel. 

(b) Design Criteria. - In general the wall sections were analyzed 
on the basis of a one-foot length. Where large concentrated loads are ap- 
plied, such as the miter gate and arch sill reactions in the gate bay sec- 
tions, stability of the monolith as a whole was considered. The following 
limiting criteria served as a guide in arriving at the adopted dimensions 
for the various sections: 

Allowable Sliding Factor, rock foundation- -------- 0.75 

Allowable Sliding factor, till foundation (approach walls) 0.5 
Allowable base pressure, rock foundation- --------20 tons/s.f. 

Allowable base pressure, till foundation (approach walls)- 5 tons/s.f. 

(static loading) 

7 tons/s.f. 
( static loading f boat impact) 
Allowable combined load. Steel Bearing Pile, battered - - 60 tons 
Allowable vertical load. Steel Bearing Pile, vertical- - -50 tons 
Allowable horizontal load, Steel Bearing Pile, vertical- - 6 tons 

(c) Approac h Walls. - Stability analyses of the upper and lower 
approach walls are shown graphically on Sheets Nos. If/A and 1*/b of the draw- 
ings. Except for portions adjacent to the lock hamber walls, the approach 

walls are designed for founding directly on the till, which lies at favorable 
elevations with respect to the required bottom grade of the walls. Attention 
is invited to Section III for a discussion on the suitability of the till as 
a foundation. 



5-1 



Steel bearing pile foundations are provided for approach walls adjacent to the 
lock chamber walls for such lengths as lie within the excavation prism at the 
end of the lock chamber walls. Pile foundations were considered desirable at 
these locations because of the probable excessive settlement of walls founded 
directly on backfill. Pile foundations were considered also for the entire 
lengths of approach walls. The hard, compact structure of the till in <,.. 
place and the prevalence of large cobbles and boulders would make pile driv- 
ing difficult. Reinforced concrete or steel bearing piles would doubtless 
be required. Pile foundations for the entire length of walls would be costly 
and are not believed necessary if the character of the till throughout devel- 
ops as indicated by the present extent of exploration. However, in the event 
that further exploration or excavation for construction discloses material 
unsuitable for foundations along any portion of the approach walls, pile 
foundations could be provided in such areas without change in the proposed 
wall sections. Backfill will be omitted from the major portions of these 
walls, to provide for open channels to the pool supply system intake and dis- 
charge sections in the case of the upper guide and lower wing walls and 
generally for purposes of economy in all the approach walls. Omission of 
backfill is considered desirable also from the standpoint of reduced base pres- 
sures and lower sliding factors. In the case of the lower guide wall, it is 
possible that marine clay dredged from the approach canal as a part of future 
maintenance or channel deepening operations might be spoiled back of the wall 
for convenience. The section was analyzed for this contingency and the 
results indicate that the wall would remain stable under this loading, though 
with slightly lower factors of safety than contemplated by the criteria set 
up in subparagraph (b) above j computations showed the resultant 3*^5 £*• out- 
side the middle third (4*02 ft. inside base) but indicated a maximum base 
pressure of only 5*6 T/sq. ft. and a sliding factor on only 0.52. For the 
walls without backfill it was necessary to consider the effect of boat impact 
on wall stability. Assuming a boat speed of 4 na.p.h. parallel to the canal 
centerline, the walls were found to have the following degrees of resistance to 
impact: 

Size of Boat Sue- 
Possible Elastic cessfully Resisted 
Properties of Foundation by Wall (Long Tons 

Displacement) 



Upper Guide Wall-£* max. deflection at 5 tons/s.f. max. load 2280 
Upper Guide Wall-&* max. deflection at 7 tons/s.f. max. load 3780 
Lower Guide Wall-i* max. deflection at 5 tons/s.f. max. load 2580 
Lower Guide Wall-£» max. deflection at 7 tons/s.f. max. load 4°6° 
The above was computed on the basis of the boat being completely stopped by 
one 40 foot long wall monolith, wheas it would probably slide along several 
monoliths, losing a part of its energy to each, -^reover, no account was 
taken of the energy consumed in rebound, friction along the wall face, or 
deformation of the ships hull. Therefore, it is believed that the walls would 
safely resist probable impact forces from considerably larger vessels than 
indicated above. 

(d) Lock chamber Walls. -Stability analyses of the lock chamber 
walls are shown graphically on Sheets Nos. 15/A and 1.5/B of the drawings. 
These walls are of massive gravity construction, founded on ledge rock 
and having a maximum height of about 122 feet. The rock is of good quality for 
foundations; see Section II and III for a description of its character 
and suitability. 

5-2 



The rock surface lies at depths ranging from 22^to 37 feet below the navigation 
clearance grade in the lock chamber. Advantage was taken of this condition 
by providing the additional base width required below navigation clearance 
level on the lock, rather than landward, side of the wall. This produced a 
wall section efficiently shaped to resist the critical loading(lock unwatered) 
and resulted in a minimum width of overburden excavation for construction of 
the lock. A concrete floor for the lock chamber was considered unnecessary and 
its omission was approved at the conference referred to in par. I4.-QI (a). 
The gate bay sections were analyzed on the basis of full monolith lengths. 
In these it was necessary to consider two critical loading conditions: 

(1) Lock chamber unwatered and gate leaf swung out to miter 
position, and 

(2) gate and arch sill thrusts and hydrostatic pressure on 
monolith due to maximum water level above gate and lower pool level belor? 
gate 

These analyses indicated the necessity for somewhat greater base widths in 
the gate bay walls than in the walls between bays. Similar cases were in- 
vestigated for the monoliths resisting the thrusts of emergency dam arch 
sills and the effects of the swing bridge and the loaded emergency dam 
derrick. Sand and gravel backing surrounding a continuous pipe drain lead- 
ing to lower pool level is provided in the fill back of each lock chamber 
wall to insure against saturation levels higher than assumed in design. 

5-02. STRESS ANALYSES. 

(a) General Criteria. - In general the concrete walls for the 
lock are of massive gravity type without reinforcement except around culverts, 
galleries and recesses and in projecting ledges, beans, snd slabs. Class m B* 
concrete will form the bulk of the structures, Class *A* concrete being 
generally limited to external details of relatively thin, reinforced section 
and to concrete fill for embedded metal parts in pre-formed recesses. Thick- 
ness of concrete between recesses, galleries, pits, etc., and the face of walls, 
joints, or other openings in the concrete is generally liberal and where 
practicable has been made sufficient to eliminate tensile stresses. Tne scope 
of the present design has not permitted a comprehensive investigation of concrete 
stresses in the lock walls nor a determination of the amount of reinforcing steel 
required at various places. It is believed, however, that the specified ma- 
sonary dimensions in all cases are such that concrete stresses will come with- 
in allowable values and that sufficient space is provided for the reinforc- 
ing bars required. In the preparation of future detailed plans it is ex- 
pected that the allowable working stresses listed in the following subparagrapn 
will govern design. 

(b) Allowable working stresses 

Reinforcing Steel 

Tension — — - - — - - - - 18,000 lb./sq. in. 

Compression nfc, with maximum of 18,000. lb./ sq. in 

(a = 10 for botfe Class «a* and Class «E" concrete) 

Bond (deformed bars) 

Beams, slabs and one-way footings -1/jO lb./sq. in. in 

Class *A" concrete 
120 lb./sq. in, in 

Class "b* concrete 

5-3 



CONCRETE 



3400 lb. 3000 lb. 





Ultimate 


Concrete 


Concrete 




Strength 


Class A 


Class B 




Percent 


lbs/sq.in 


. lbs/sq. i 


FLEXURE 








a* Extreme fiber stress in 








compression 


35 


1225 


1050 


b. Extreme fiber stress in 








compression adjacent to 


. 






supports of continuous 








or fixed beams or of rigid 




• 




frames 


40 


1400 


1200 


c« Extreme fiber stress in 








tension -Plain concrete 








only (to be used for mas- 








sive sections such as 








monolithic arches, retain- 








ing wall, etc. .not ex» 








posed to large temperature 








variations) 


2 


70 


60 


AXI-4L COMPRESSION 








a. In short columns with 








lateral ties(banded 








columns) 


22.5 


785 


675 


1,000 and 1,500 pound 








concrete should not be 


- 






used for columns 








b. . In short columns with 








continuous spirals 








(see note for a) 


28 


98O 


840 


c. Pedestals-Unreinforced- 








Gross Section 


25 


875 


. 750 


d. Composite Columns 


25 


875 


750 


BEARING 








a. Load over entire area 


25 


875 


750 


b. load over partial area 








Maximum permissible 


35 


1225 


1050 


- 




3400 lb. 


3000 lb. 




Ultimate 


Concrete 


Concrete 




Strength 


Class A 


Class B 




Percent 


lbs/sq.in. 


lbs/sq.in 



COMBINED EEiDING AND DIRECT SfRESS- 

COMJrRESSICN IN EXTREME FIBER 

In no case should the section be less 
than that required where axial load 
alone is considered using stresses 
in 2-a and 2-b above. 

a. Spiral columns with entire 
section in compression 

b. Spiral columns-Tension in section 35 

c. Banded columns-Entire section in 
compression 30 

d. Banded columns-Tension in section 

(Short columns only, i.e. 1/r 

e 4> 35 

5-4 



75 



1225 
1225 

1050 



1225 



1050 
1050 

900 



1050 



3 


105 


90 


3 


105 


90 


7.5 


260 


225 



SHEAR 

a. Beams-No web reinforcement nor 
special anchorage of long- 
itudinal steel 2 70 60 

b. Beams-No web reinforcement - 
Longitudinal bars specially 
anchored 3 10 5 90 

c. Beams-Web reinforcement but 
longitudinal bars not an- 
chored 6 210 180 

d. Beams-J7eb reinforcement and 
longitudinal bars especially 
anchored 9 3*5 2?0 

e. Flat slab-At critical sec- 
tion 

f • Footings with hooked ends 
g. Punching shear 
h. Flat slabs-Beams at walls and 
openings-Torsional shear plus 
direct sheer-Web reinforce- 
ment and longitudinal bars 

especially anchored 15 5^5 450 

(c) Lock Hate and B&ergencv Dam Sills , - Due to the height of 
sills above the rock foundation particularly the upper sills, economy is 
effected by the use of horizontal arches rather than gravity structures. 
These sills are designed for plain, unreinforced concrete construction. 
Similar type sills were used for the Welland lock miter gates, having a 
downstream-face radius of 53 feet and an arch thickness of 18 feet. 
After investigation of the various conditions, these dimensions were adopted 
for the Robinson Bay Lock miter gate sills for the following reasons: 

(1 ) The 53 ?*' radius provides an angle of arch thrust of 
about 4^ with respect to the face of the lock wall. A longer radius would 
increase concrete stresses in the arch, A smaller radius would increase the 
length of sill and would tend to adversely affect the longitudinal stability 
of the abutment blocks. The 53 ft. radii *» appears to be a suitable median. 

(2) The 18 ft. arch thickness provides sufficient space 

at the top of the sill for jacking and blocking up the gate leaf when it is 
swung slightly clear of the bottom seal, thus facilitating erection, replace- 
ment, and repairs to gate. 

(3) Computations for the 18 ft. thick arch based on the 
simple "ring- tension* formula indicate low concrete stresses under extreme 
loading conditions. An average stress of only 193 pounds per sq. in. was 
computed at the bottom of the inside upper gate sill, with the lock chamber 
fully unwatered below the sill and with backfill to El. 201 and upper pool 
at El. 249 above the sill. A lower indicated stress value than the maximun 
allowable under the criteria listed in subparagraph (b) above was considered 
desirable in view of the structural importance of the sills and because of 
factors not covered by the method of analysis, such as a possible slight 
tipping of the abutment walls and arch shortening under load. 



5-5 



Design Analysis j ROBINSON BAY LOCK 

SECTION VI - STRUCTURAL DESIGN - STEEL 
6-01 . DESIGN CRITERIA 

(a) General . - The scope of design of the steel structures for 
the lock was generally limited to determining the controlling dimensions, 
adopting suitable framing within those dimensions, and proportioniig principal 
members in accordance with stress analyses • The resulting plans are in- 
complete as to connection details, dimensions of castings and embedded parts, 
etc*, but show the composition and dimensions of main members and assembly 

of the structures. It is believed they will be adequate for bidding pur- 
poses* Design specifications and rules of the American institute of Steel 
Construction were generally followed. Structural shapes were selected in 
accordance with the restrictions on sizes announced by the Office of 
Production Management on October 27 • 1941 1 to become effective on February 
1, 1942* In gates and other structures subject to immersion in water, 
3/8" was adopted as the minimum thickness of metal for any member and skin 
plates were made l/l6" thicker than required by stress analysis for pro- 
tection against corrosion. All structures except the pick-up booms for 
emergency dam stop logs and the wire rope fender booms were designed for 
riveted fabrication. Welded fabrication would be acceptable for any of 
them if future studies of comparative economy, ease and speed of construc- 
tion, availability of necessary skilled labor and equipment, etc. indicated 
advantages to be gained by the substitution, m view of the present 
National Defense requirements the use of alloy steels has been avoided where 
possible. Under normal supply conditions, low-alloy, high-strength steels 
might be advantageously used in some structures, particularly the emergency 
dam stop logs. 

(b) Allowable Working Stresses . - The following allowable working 
stresses have governed the design of steel structuresj- 

STRUCTURAL STEEL 
Nature of Stress Maximum Formula 

Stress Used 

TENSION 

Rolled steel, on net section -«-- 18,000 

On the area of the nominal diameter of rivets under 

the limitations defined in Section 13-- 13ti>00 

COMPRESSION 

Rolled Steel, on short lengths or where lateral 
deflection is prevented *•---.--------- 18,000 

On gross sections of columns with a maximum of 15«COO 18,000 

1* L 2 

For main compression members, the ratio 2 

L/r shall not exceed 120, and for bracing and l8000r 

other secondary members, 200 

BENDING 

On extreme fibers of rolled section, and built- 
up section, net section, if lateral deflection 
is prevented ------------------- 18,000 

When the unsupported length L exceeds 15 times b, the 20,000 

width of the compression flange* the stress in pounds 2 

14L /2000b 2 
b-1 



per square inch in the latter shall not exceed 

The laterally unsupported length of beams and girders 

shall not exceed 40 times b, the width of the com- 
pression flange. 
On extreme fibers of pins, when the forces are 

assumed as acting at the center of gravity of 

the pieces -,.- . _ - 27,000 

SHEARING 

On pins 13,500 

On power-driven rivets 13,500 

On turned bolts in reamed holes with a clearance 

of no more than 1/50 of an inch *— 13,500 Maximum Formula 

Nature of Stress stress Used 

On hand-drivenrivets --------•--,----- 10,000 

On unfinished bolts - - - « - 10,000 

On the gross area of the webs of beams and girders 

STRUCTURAL STEEL 

Where h, the clear distance between flanges in 
inches, is not more than 60 times t, the thick- 
ness of the web in inches -----------„ 12,000 

On the gross area of the webs of beams and girders 

if the web is not stiffened where h is more than 60 18,000 

times t, the greatest average shear per square inch, 2 o 

V/a, shall not exceed ----------.---«, 2.«& /7200t 

BEARING Double Shear Single Snear 

On pins --------» 30,000 24,000 

On power-driven rivets -------------- 30,000 24,000 

On turned bolts in reamed holes --------- 30,000 24,000 

On hand-driven rivets - - - - — --------- 20,000 16,000 

On unfinished bolts 20,000 16,000 

On expansion rollers per linear inch, 600 times the diameter of the roller 

in inches* 
COMBINED STRESSES* For combined stresses due to wind and other loads* 
the permissible working 'stress may be increased 33-1/3 percent, provided 
the section thus found is not less than that required by the dead and live 
loads alone* 

MEMBERS CARRYING WIND ONLY* For members carrying wind stresses only, 
the permissible working stresses may be increased 33-1/3 percent* 
BRONZE 
Bearing on bushings ------------------ 3,000 lb*/sq.in* 

6-02* LOCK GATES. - Lock gates are of the miter type, horizontally 
framed* See Sheets Nos. 50/1* 50/2 and 50/3 of the drawings. Controlling 
dimensions (except height), miter angle, and the general plan of framing 
are the same as in the Welland Lock Gates* Skin plating is provided on 
both sides of the ^ite leaf, primarily for the purpose of making each 
leaf a water-tight, barge-like structure that can be floated and towed to 
and from a gate-storage point* The double plating also provides the 
necessary stiffness and rigidity required for a gate leaf and adds to its 
general strength and ruggedness* Some of the lower chambers between 
horizontal girders are permanent air chambers, provided for the purpose 
of reducing the bearing stress on pintles during normal operation of 
the gates* The remaining, upper chambers have openings in the upstream 

6-2 



plating to permit access of water* so that bouyancy will not be so great 
as to lift the leaf off its pintle; these openings will be closed only 
when it is desired to float the leaf for transportation purposes. Design 
of the gates differs primarily from the Welland Lock gates only in the 
following respects j- 

(1) Members are proportioned on the basis of 18 # 000 rather 
than 14*000 lb*/sq* in* basic working stress; see par* 6-01(b) above* 

(2) Provisions are made for operation by strut -and -sec tor 
linkage, rather than by drum-and-cable* 

(3) Bottom sealing is effected by bearing of molded rubber, 
under hydrostatic pressure* against steel set in the concrete sill, rather 
than mechanical bearing of timber on timber* 

(4) Cast steel quoin and miter bearing members are provided 
on all gates, rather than on the high, lower gates only* 

(5) Miter guards are provided in the upper part of gate 
leaves only, rather than for the full height* 

The upper gates were designed for hydrostatic loading for the full gate 
height, based on a possible extreme high water level at El* 249* The 
lower gates were designed for hydrostatic loading increasing uniformly 
from El. 249 to lower pool El* 200, then constant for the remaining depth 
of gate* The top 15 feet of each leaf was designed for a constant load 
equivalent to a 15-ft. head of water. This additional loading is believed 
sufficient to allow for any probable ice pressure or impact from small boats* 

6-03* LOCK VALVES. • Lock valves are of the segmental or modified 
tainter type* See Sheet No 60/1 of the drawings* As noted in par* 4-01(g) 
they are placed with trunnions upstream and blade and seals downstream, 
so that the side struts are in tension* The design has been patterned closely 
after those developed for the Tennessee River locks, particularly the 
Pickwick Lock valve, which is the same size and was designed for prac- 
tically the same head, and the Watts Bar Lock valve, which incorporated the 
latest modifications of details, based on design and operating experience 
for those locks, available to this office* Framing of the valve consists 
of several vertical beams supported by two horizontal girders which trans- 
fer the water load to a strut on each side* The struts in turn carry the 
load to ultimate bearing on the concrete through the trunnions at the up- 
stream side of the valve pit* The vertical beams have flanges equally 
and oppositely curved and are skin plated on both sides, thus providing a 
valve blade effectively streamlined in shape* Tho heavy plating on the 
upstream side is for streamlining and added stiffi. 33s. Side and top seals 
consist of heavy rubber blocks which bear on metal fixed in the concrete 
walls cf the pits. The side seals are set to a slight taper, so that 
rubbing friction is immediately relieved when the gate starts to open* 
The bottom seal consists of wood, shaped to streamline the bottom of the 
valve blade, which bears on metal fixed in the floor of the culvert* 
Due to its stiffness, its weight, and the type of seals used, there Bhould 
be little tendency for the valve to "chatter 8 or vibrate at part-openings* 
*n view of the heavy duty expected of these valves, the relatively high 
heads and velocities to which they will be subjected, and the importance 
of their continuous serviceability, it is believed that Q design providing 
less ruggedness and stiffness and of less desirable hydraulic character- 
istics than that proposed would not be suitable* 

6-04. EMERGENCY AND TJNVATERING DAMS. 

(a) Description . - At the conference on navigation structures 

6-3 



referred to in par. 4-01(a) it was decided to use a stop log type of 
emergency dam at both ends of the lock chamber* the stop logs to be 
handled by fixed derricks. These stop logs are to be equipped with end 
rollers for bearing on the lock walls, so they can be lowered into position 
under the possible emergency condition of loss of lock gates and flow 
through the lock chamber. They will be used regularly as dams fcr un- 
watering the lock chamber. The number of stop logs required by the depth 
over each sill will be permanently stored at the top of the lock wall 
adjacent to the point of use. St iff -leg type derricks are permanently 
mounted en the locks walls at these points, each so placed that the center 
of the lock between stop log recesses and the center of stop logs in 
storage will be within the design radius of the boom. See Sheets Nos. 
105/1» to 105/4t inclusive, of the drawings. A load capacity of 45 *ons 
at 55 f* radius is proposed for tiae derricks. The stop logs were designed 
to weigh about 3° tons and the pick-up boom about 6 tons, thus leaving 
an excess derrick capacity of 25 percent to take care of possible additional 
loads of ice, mud, and debris on logs or boom, janming of logs in recess, 
extra reach of boom for special conditions, etc. 

(b) Stop Logs * - The stop logs are double-girder type, with 
skin-plating on the upstream side and timber seal and bearing blocks on 
the top and bottom. The design was patterned closely after Mississippi 
River Dam No. 24 units for tainter gate bulkheads. Using ordinary 
structural steel the weight limitation permitted a "damming" height (out 
to out of timber seals) of 3'0" for the bottom log of the upstream dam, 
designed for a maximum head of 39 ft. Similarly, a height of 3"4 W w as 
determined for the bottom log of the downstream dam, designed for a 
maximum head of 30 f*« A third log was designed for a maximum head of 
20 ft., to be used above that depth in both dams; its allowable height 
was determined at 4*6" • The make-up of the two dams will be as follows* 






Upper Dam 

3-JType A logs at 3»-0"«9«-0» 
3-Type B logs at 3»-4«*10»-0» 
5-Type C logs at 4»-6"a22«-6" 



Lower Dam 



3-Type B logs at 38-4"Sio««0« 
5-Type C logs at 4»-6"£22 , -6» 



Total Height 41«-6" Total Height 32»-6« 

These heights will provide protection to El. 247.5 and EL. 202.5 at the 
upper and lower dams, respectively, which are believed to afford adequate 
freeboard against any probable pool stages. Consideration was given to 
making all stop logs the same, designed on the basis of the maximum head, 
to insure against the possibility of a unit being placed at a level deeper 
than it was designed for. However, it was decided that the difference in 
height of units together with their definite marking and order of placement 
in storage would be sufficient insurance against their being improperly 
placed, thereby permitting the saving in steel desirable on account of 
National Defense conditions. If the steel supply situation prior to the 
time purchase of these logs permits the use of high -strength, low-alloy 
steels, it might be desirable to reconsider the design of logs and made-up 
of dams, based on suitable alloy. This would allow an increased height of 
logs for the same weight per unit, with a resulting decrease in number of 
logs required and therefore a decrease in time required to place them. All 
stop logs are equipped with two pick-up points, 38«-0» apart, which the 
latchinr* devices of the pick-up boom engage for handling. The bearing 
Pollers were designed for a maximum bearing stress of about 13,000 lb./ in. 



6-4 



width of roller, equivalent to about 1100 x the diameter as compared with 
600D noted in par. 6-01(b) f for expansion rollers. This higher value was 
required by space limitations on size and number of rollers and is con- 
sidered permissible since such a high stress can occur only under static 
loading conditions when no movement of the log is required* See Sheets 
Nos. 105/2 and 105/3 t of the drawings for the stop logs. 

(c) Pick-up Boom . - The pick-up boom as designed for the afore- 
mentioned Mississippi River Dam No* 24» stop logs was adopted with only 
slight modifications as required by placing the pick-up latches somewhat 
farther apart and adapting them for attachment by wire rope sling to the 
derrick load line. The boom is framed with steel pipe for^lightness, 
minimum resistance to wind and flowing water, and uniform stiffness of 
members. Welding was of course adopted as the most practicable means of 
connecting framed pipe members. The boom is equipped with guide rollers 
at each end, so that it will follow in the stop log recesses in the exact 
position required for engagement of the latching devices with the catches 
on the stop logs. Latching is accomplished automatically by the weight 
of the boom when it is lowered onto a log. unlatching is accomplished 
manually by means of a tripping mechinism which in controlled by a tag 
line extending from one end of the boom. See Sheet No. 105/4 of the 
drawings for details fo the pick-up boom. 

(d) Derricks and Stop Log Storage . - The two derricks are 
commercial, stiff -leg type, steel structures of sufficient capacity to 
handle a 45 ton load at 55 ft. radius. Construction features are standard 
except that the stiff -legs are somewhat steeper and therefore shorter 
than customary and the ends of these legs are supported by anchorage in 
the concrete rather than by horizontal sills to the mast base. The former- 
modification is to limit top-of-*rall space requirements; the latter, be- 
cause the concrete base makes sills unnecessary. The base of the derrick 
and the operating machinery are placed in recesses for the sake of appear- 
ance and to provide the mRximnm of clear space on top of the wall. T o 
meet this condition another minor modification provides for mounting floor- 
plate on top of the bull wheel, flush with adjoining cover plating over 
the recess, ^he contractor will be responsible for designing as well as 
furnishing and installing the derricks. Stop logs for the upstream emergency 
dam are to be stored in a pit built on the back side of the lock wall. The 
pit is provided with slots into which the ends of the logs and pick-up boom 
fit just as in the slots in the lock walls, thereby simplifying handling of 
the logs. The depth of the p5t is sufficient to take all of the logs required 
at this end of the lock, plus the pick-up boom, thus leaving the top of 

wall and adjacent backfill clear for appearance and work area. The pit will 
be provided with cover plating. Stop logs for the downstream emergency dam 
are to be stored on pedestals placed in the backfill at the top of and back 
of the wall. A pit for storage of logs at this point appeared undesirable 
because of poor drainage conditions at this low level and because it would 
have required considerable increase in the size of lock wall. Surface 
storage of logs at this location does not appear objectionable because they 
will be largely hidden from view from the upper level and are placed far 
enough back of the wall not to interfere with operations. See s heet No. 
105/1 for the type and assembly of derricks and the layout for storage and 
handling of stop logs. 

6-05. WIRE ROPE FENDERS 

(a) purposed and Description. - m accordance with the general 

6-5 



criterion that Robinson Bay Lock should provide safety features and 
operational facilities at least equal to the Welland locks, fenders are 
provided for the protection of all miter gates on both sides, except on 
the lower §ide of the upper gates where the concrete sill guards the gate 
from jbhe possibility of being struck by upbound navigation entering the lock. 
At the Welland locks no fender is provided where a bridge crosses the lock 
inmediately above or below gates, on the theory that the bridge itself would 
act as a fender to protect the gates* Bascule and rolling-lift type bridges 
are used at the Welland locks • A bobtail swing type is proposed for 
Robinson Bay Lock (see par* 6-06 below). In the latter case it was thought 
that: 

(1) The bridge would offer insufficient protection for the 
gates and if knocked off into the lock approach would cause excessive de- 
lay to navigation, and 

(2) the bridge itself is a sufficiently important and costly 
structure to merit some protection against being struck by navigation. 
Accordingly it was decided to provide a fender above the bridge at ^obinson 
Bay Lock. All fenders are of the same type as at Welland, consisting of 
heavy wire ropes fastened to friction brakes at the top of the walls, the 
free end of one rope being raised and lowered across the lock by means of 

a rolling-lift boom and engaged or disengaged with the free end of the other 
rope by means of a special coupling device. When struck by a boat the boom 
fails as a supporting structure, the wire rope then paying out against the 
resistance of the friction brakes which absorb the ship's kinetic energy. 
The rope and brakes are designed to absorb the entire energy of the striking 
vessel and are placed far enough from the gates (and bridge) to stop a boat 
of any reasonable-expected size and speed before it hits the gate (for bridge). 
See Sheets Nos. 15/7 and 15/10 of the drawings for locations of fenders. 

(b) Wire Rope and Friction Brakes . - At the Welland locks a 3&" 
diameter wire rope and friction brakes designed to provide a minimum re- 
sisting line force of 156 tons were used. Curves showing the computed effect 
of this mechanism in stopping a boat were available to this office and were 
checked by review computations. The fenders are set a minimum distance of 
72 feet from the gate at Welland, rjL 'he curves shown the following boat dis- 
placement-speed combinations that can be stopped in that distance: 

A 40,000 tons* at 3.0 m.p.h. 

B 25,000 tons at 3.8 m.p.h. 

£ 15t000 tons at 4.9 m.p.h. 

D 10,000 tons at 6.0 m.p.h. 

•Note:- Boat displacements are given in "long tons" (2240 lb.) - 

all other tonnage figures are given in short tons (2000 lb.) 
Operating experience at Welland records three instances of fenders having 
been struck by boats, with the following results: (Data from "The Welland 
Ship Canal - 1913-1933" reprints from "Engineering", 1929, 1930, and 1931)* 

Boat Speed 
Boat Size Reported Stoppage Estimated from Curves 

(Gross Tonnage) Distance (ft.) (m.p.h.) Remarks 

♦2,214 16.5 5.7 Estimated Boat Speed 

of 3.4 PUp.h, in ref- 
erence does not check 
with curves. 
••2,308 4.0 2.7 Report stoppage by 

taking up slack and 

stretch of rope ; no 
, . r-uring of brake reel. 

♦••6.6X2 27.7 3.6 

6-6 



• Loaded with I830 tons of wheat at the time. No data available as 

to displacement tonnage. 
•* Loaded with 800 tons of sisal at the time. No date available as 

to displacement tonnage. 
*** Reported displacement of 10,100 long tons at the time. 
In view of the above it appears that the Welland fender is satisfactory 
with respect to both friction brake resistance and minimum distance of the 
fender from the gate. Therefore, these have been adopted for the 80-ft. 
span fenders for protection of the lower gates of Robinson Bay Lock. For 
protection of the upper gates and bridge (see subparagraph (a) above) a 
longer span fender is required due to its location on the out-flaring 
approach walls. A theoretical study of the boat stoppage characteristics 
for a 124 ft. span fender (face to face of walls) was made, similar to the 
Welland study for the 80-ft. span. This indicated that, with the same 
friction brake settings used in the 80-ft. span fender, a stoppage distance 
of 90 ft« is required for the boat displacement -speed combinations noted 
in A« B# Ct and D above. n order to insure clearance between the arcs of 
swing bridge and fender boom travel, it was necessary to place the fender 
about 107 ft. from the bridge, which is 17 ft. more than indicated necessary 
for boat stoppage. See Sheet No. 95/3 of the drawings for arrangement of 
friction brakes. 

(c) Boom . - Studies indicated that, in view of the present 
development in the art of welding, the fender booms could be framed with 
trussed steel pipe with a resultant- saving in weight as compared with the 
Welland booms. he latter are framed with structural angles and lattice 
bars, riveted connections, "^ince two different lengths of booms will be 
required for Robinson Bay Lock fenders, the same two for Grass River Lock, 
and still a third length (110 ft. span) for Long Sault Guard Gate, and 
since any of these booms will require repair or replacement if struck by 
a boat, it was thought desirable to design them for sectional construction. 
Accordingly, the required total length of the 80-ft. fender is made up of 
4 sections, that of the 110 ft. fender (for Long Sault Guard Gate; plans 
to follow later), 6 sections, and that of the 124 ft. fender, 7 sections. 
The 4 sections of the first are common to all three lengths and the two 
additional sections of the second are common also to the third. See ^heet 
No .95/1 of the drawings. The pipe ends of all sections are equipped with 
flanges to provide for bolting the sections together. This type construc- 
tion will tend to localize damage from ship impact and will facilitate re- 
pair after damage, besides providing standardization of parts for all 
lengths of fenders. The circular pipe sections provide minimum resistance 
to wind load and minimum surface area for ice formation. The condition 
governing proportioning of members for strength is thnt with the boom 
acting as a horizontal cantilever, loaded by its own weight and that of 
the wire rope, an assumed cover of 1/2 inch of ice on all exposed metal 
surfaces, and a transverse wind load of 30 lb ./sq.ft. on the projected 
area of members. The operating and coupling machinery and the friction 
drums for the fenders are described in Section VH below. 

6-06. MOVABLE BRIDGE. 

(a) Description . - A movable bridge is provided across the upper 
end of the lock to afford access to the south abutment of Long Sault Dam 
and the area between Long Sault Canal and the St. Lawrence River. The bridge 
is designed for both highway and railroad crossing with the centerline of 
track on the centerline of bridge. ?he bobtail swing type was adopted be- 
cause it was considered less liable y .o be thrown into the navigation channel 

6-7 



by bombing or accidents than a vertical lift, rolling lift, or bascule type. 
A truss span selected in preference to a girder span for a less obstructed 
view of the lock approach frcm the top of lock walls. In the open position 
the bridge affords a minimum clear walkway width of five feet to the face 
of the lock wall. See Sheets Nos. 90/1 and 90/2 of the drawings. 

(b) Design . - The design is based on A»R.E*A» Specifications 
for Movable Railway Bridges of 1938 and A.R.E-A. Specifications for Steel 
Railway Bridges of 1940# except that the allowable unit stresses for 
structural steel are as called for in par. 6-0l(b), Allowable unit stresses 
for materials other than structural steel are as specified in the standard 
A»R*E«A* Specifications. 

(c) loading . - The railway live load is Coopers E60, with im- 
pact as specified in the Standard Specifications, ^he high.vay live load is 
the standard B20 loading with impact as specified in the A.A«S»H»0« 
Specifications of 1941 • 

(d) Trusses . - Trusses are 8 panel sub-divided Warren type spaced 
28»-0»on centers providing a 20 foot wide roadway with 2-3 foot sidewalk. 
The long arm of thw swing truss consists of 6 panels at l8 I -8"«112*-0«' and tie 
short arm of 2 panels at ld*^d*z%7*li.* making a total truss length of 149* -4"* 
The truss depth is 29'-0" center to center of chords. 

^e) Hjpftway and Sidewalk Decking . - Steel open deck grating is 
used for decking to reduce the dead load carried by bridge and to eliminate 
traffic accidents due to snow and ice in winter. Creosoted timber ties 
are used for supporting rail to reduce noises and vibration. 

(f) Center Bearing Suppor t. - The span is designed to rest and 
move on a center bearing, rather than a combined rim and center bearing, 
to reduce the length of bridge, eliminate complicated structural v/ork, 
and reduce the weight of steel as against the additional machinery required 
for 2 Side wedges. 



6-8 



Design Analysis : ROBINSON BAY LOCK 

SECTION VII - MECHANICAL DESIGN 

7-01. SCOPE OF DESIGN AND GENERAL CRITERIA. - Design of operating 
machinery for miter gates, segmental valves, and other lock equipment has 
generally been limited to a selection of the principle of operation and the 
type of machinery to be used, determination of power requirements, (deter- 
mination of gear reduction units and other parts necessary to provide the 
desired operating character is tics* and the preparation of assembly drawings 
to determine recess and assembly dimensions and to show approximate sizes 
and construction of parts. The adapted principles of operation and types 
of machinery selected therefor follow practice which has proven good at 
various other locks. Power and gear reduction requirements are based on 
the desired speeds of operation and the estimated loads to be moved. The 
machinery is assembled to occupy a minimum of space without infringing on 
adequate facility for inspection, maintenance, and removal of parts. Where 
practicable all machinery is placed in recesses below the top of wall ele- 
vation, with covers that will hide the machinery from view and partially 
protect it from the weather. Motors are placed as high as practicable above 
expected pool stages and where necessary are isolated by tight diaphragms 
against the possibility of being partially submerged by extreme high water. 
All motors will be of inclosed, weather-proof type because of their serai- 
exposed locations. To simplify maintenance, to provide inter changeability 
and consequent reduction in number of spare parts that must be kept in 
storage, and to standardize manufacture of parts, speed reducers, motors, 
and large castings are duplicated in machinery for various purposes, where 
practicable. In several cases gear trains are consolidated into single 
completely inclosed speed reduction units of commercial type thus providing 
standardization, compactness, simplicity, and protection from the weather. 
No stress analyses have been made for machinery parts or fixed metal , there- 
fore their dimensions are not detailed on the drawings. It is believed, how- 
ever, that the indicated shapes and sizes are about as will be required and 
should suffice for bidding purposes. 

7-02. LOCK GATE MACHINERY. - Strut-and-sector type operating machinery 
was selected for the lock miter gates; see Sheet No. 55/1 of the drawings. 
This type has been widely used in recent years, e.g. Mississippi River locks, 
Tennessee River locks, Bonneville Lock, and others, and its use in this case 
was decided upon at the conference referred to in par. 4-01 (a). Experience 
with the drum-and- cable type operation used at the Welland Locks was re- 
ported not entirely satisfactory, there being rather frequent cases of sheave 
or cable breakage which in some cases resulted in delays to navigation. In 
accordance with usual practice, each gate leaf at Robinson Bay Lock will be 
equipped with a separate machine and motor. Ordinarily the two machines for 
a gate will be operated simultaneously, but each is capable of being operated 
separately. Briefly, the strut-and-sector type machine consists of a strut 
with hinged ends connecting the top of the gate leaf with a cast steel, toothed 
sector mounted on the lock wall, this sector being engaged by a pinion which 
in turn is driven by an electric motor through an intermediate train of gears. 
Power requirements were based on opening or closing a gate leaf in one minute, 
30 seconds against a 6« hydrostatic head, this criterion being representative 
of typical design practice. Computations indicated that a two-speed, constant- 
torque motor, rated 30/10 HP. 900/300 R.P.M.. would meet these requirements. 
The low speed provides for low- impact at mitering and at bringing the leaf 

7-1 



to rest in the recess, cutting in automatically near the end of closing and 
opening operations, respectively. A limit switch is provided to shut off the 
power at the end of both closing and opening operations* The entire train of 
gears for speed reduction is embodied in a single, housed, commercial-type 
speed reducer. A sheer coupling is provided between motor and reducer to pro- 
tect the machinery and motor from excessive overload in the event of a gate 
jamming when being operated or in the event of a gate being struck by a boat. 
The motor is equipped with a tail brake for instant stopping at the end of 
gate travel. The strut between machinery and gate leaf is equipped with 
springs to absorb the shock of instant stopping at the ends of gate travel 
or that due to possible sudden jamming of the leaf against some obstacle. 

7-03. LOCK VALVE MACHINERY. - The selected type of valve operating 
machinery is similar to that used for the segmental valves in the Tennessee 
River Locks. Briefly, it consists of a strut with hinged ends connecting 
the valve with a cast steel, toothed sector mounted in a recess near the top 
of the lock wall, this sector being engaged by a pinion ifaich in turn is 
driven by an electric motor through an intermediate train of gears; see 
Sheet No. 65/1 of the drawings. Power requirements were determined on the 
basis of opening the valve in a minimum time of one minute, 40 seconds, tak- 
ing into account the valve weight and trunnion and side seal friction. This 
criterion permitted the use of the same motor as for the lock gate machinery, 
i.e. 30/10 HP, 900/300 R.P.M., the low speed providing for opening in a maxi- 
mum period (continuous operation) of five minutes. Thus the range of valve 
opening periods of 1 minute, 40 seconds to 4 minute, seconds contemplated 
in the hydraulic design (see Section IV) is covered by this motor. The low 
speed will automatically cut in near the end of a closing operation, to re- 
duce impact of the valve on the sill. In addition to the motors, it was 
feasible to make the speed reduction gear units and the large sector cast- 
ings interchangeable with corresponding parts of the gate machinery. In the 
valve speed reducer the gear shafts are mounted horizontally rather than 
vertically, but the gears themsel\^es are interchangeable with the corres- 
ponding parts of the gate reducer, including bearings. Separate type hous- 
ing of course are required to provide for the different mountings of gears 
in valve and gate reducers. Shear couplings between motors and reducers, 
limit switches, and motor brakes are provided for purposes similar to those 
in the gate machinery and the parts thereof are respectively interchangeable. 
The strut connecting valve to machinery is made of heavy steel pipe which 
tends to dampen vibration of the valve at part-open positions. This strut 
is equipped with springs to absorb impact at closure. 

7-04* EB/BRGENCY DAM DERRICK MACHINERY. - Machinery for operation of the 
two still -leg derricks for handling emergency dam stop logs will be commercial- 
type three-drum hoists with slewing attachments, driven by electric motors. 
One drum will control the load line, another the boom line, and the third is 
to provide for possible auxiliary service requirements. All features of the 
machine will be standard, with no special requirements not ordinarily fur- 
nished in equipment of this nature. It will be of sufficient dapacity to 
hoise the 45 ton derrick design load at a minimum rate of 15 ft. per minute 
and to swing the derrick and lift the boom at rates customary in commercial 
practice for this type and size of equipment. It is estimated that a motor 
rated at about 100 HP, 900 R.P.M. will be required for this operation. The 
contractor will be responsible for designing as well as furnishing and in- 
stalling the derrick machinery. The entire machine and its operating lines 



7-2 



to the aheaves and bull-wheel at the base of the derrick will be placed in a 
recess below the top of the wall, with suitable covers for protection from 
the weather and to provide a clear work area. 

7-05. WIRE HOPE FENDER MACHINERY. - The machinery for the wire rope 
fenders is generally similar to that used at the Welland Locks and includes 
the parts necessary to perform three functions: to raise and lower the boom, 
to couple and uncouple the ends of the wir© rope, and to absorb the energy 
of a striking ship. The machinery for raising and lowering the boom con- 
sists of two rolling sectors with toothed treads operated by means of an 
arm attached to a shaft which is driven, through a train of reduction gears, 
by an electric motor. See Sheet No. 95/2 of the drawings. The sectors are 
heavy steel castings, rigidly joined together, to which the butt of the fender 
boom is bolted. The reduction gears, with the exception of a spring gear 
provided in the train to protect the machinery from shock or overload, are 
all contained within a single, inclosed unit of commercial type. A two-speed 
motor of the same size and type as used in the valve and gate operating 
machinery, 30/IO HP, 900/300 R.P.M., provides for raising or lowering the 
boom in k5 seconds, the rate used in the Welland Locks fenders. The low 
speed will cut in automatically near the end of a raising or lowering 
operation to reduce the impact at stoppage. A limit switch is provided to 
stop the motor at the ends of boom travel, a tail brake on the motor assuring 
instant stoppage. In the lowering operation the tail brake remains "set* 
to provide a positive load for the motor and prevent runaway of the boom. 
The machinery for coupling and uncoupling the ends of the wire rope is also 
similar to the corresponding Welland fender machinery. It consists essentially 
of a 6» diameter pin forced through meshed sockets on the rope ends by means 
of a rack which is moved by a pinion connected through reduction gears to a 
small motor. The pin mechanism is designed to rotate the pin 90°about its 
longitudinal axis after it is fully inserted in the rope sockets, for the 
purpose of locking the pin in place. The operating mechanism is connected 
to the pin itself by means of two bolts designed to shear through when a 
boat strikes the fender, thus protecting the machinery. Speed reduction is 
accomplished by means of a single, inclosed gear unit of commercial type. 
A friction coupling is provided between motor and speed reducer to protect 
the machinery from overload when the mechanism reaches its dead stop position 
in each direction of travel. The power required for operation is small r being 
adequately provided by a 1/2 HP motor. A limit switch is provided to switch 
off the motor at the ends of travel in both directions. The estimated time 
for coupling or uncoupling is 3° seconds, giving a total time of 1 minute 
15 seconds required for a complete fender operation in one direction. The 
remaining fender machinery, that is required for absorbing the energy of a 
striking ship, was adopted from the Welland plans without any substantial 
change. It consists primarily of a friction brake and a fixed bollard mounted 
in a recess on each wall, from which the wire ropes extend out onto the fender 
boom on the one side and to the coupling machinery on the other. See Sheet 
No. 95/3 of the drawings. The friction brake reel consists of a nest of fixed 
and sliding discs adjusted to the desired bearing stress by means of spring 
bolts. This reel furnishes the prime resisting force against pulling out of 
the rope. Additional resistance is provided by the friction developed in a 
three-quarter turn of the rope around the fixed bollard and by bearing of the 
rope on the guide castings. 

7-06. MOVABLE BRIDGE MACHINERY. 

(a) Design . - The machinery for this bridge is designed in 

7-3 



accordance with the A.R.E.A. Specifications for Movable Railway Bridges, 1938, 
See Sheet Kb. 9°/2 of the drawings for the schematic arrangement, 

(b) Controls . - The bridge is to be operated from the two con- 
trol stations for the locks, one on each wall of the lock; see Section VIII. 

(c) Time of Opening . - The normal time for swinging the bridge 
after the ends are released is to be one minute. 

(d) Power . - The source of power for operating the span is to 
be the same as furnished for operating the lock; see Section VIII* 

(e) Motors . - The main swing machinery is to be operated by two 
motors, estimated at 3° HP each, equalized to give equal turning forces at 
the two pinions. These motors are to be connected to the bridge with the 
racks attached to the lock wall. Wedges at each end of each truss" and at 
the two ends of the pivot girders are to be operated by two motors, estimated 
at 3° HP each. Rail locks and the end latch at the end of the long arm are 

to be operated by two motors, estimated at 5 HP each. The operating mechanisms 
for swinging the bridge, for wedges; and for rail locks are to be independent. 

(f ) Interlocking. - The bridge operating devices are to be inter- 
locked with the signal systems for controlling traffic, and with each other 

so that all operations for opening and closing the bridge and for lowering and 
raising traffic guard gates at each end of the bridge, will be performed in a 
predetermined manner and in a fully automatic sequence. 

(g) Aligning Bridge . - An end latch is to be provided at the end 
of the long arm of the bridge which is to be operated by the rail lock motor 
to align the bridge in the closed position. When the bridge is fully opened 
this same end latch is to engage a easting on the south wall of lock. 

(h) Operating Conditions . - The machinery is to be designed for 
the following operating conditions: 

(1) Opening normal time against a wind load of 2£ lbs. per 
square foot of the vertical projection of the long arm. 

(2) Opening in l£ normal time against a wind load of 10 lbs. 
per square foot of the vertical projection of the bridge and an ice load of 
2\ lbs. per square foot of floor area. 

(3) Holding span in any position against a wind load of 15 
lbs. per square foot of the vertical projection of the bridge. 



. 7*4 



Design Analysis: ROBINSON BAY LOCK 
SECTION VIII - ELECTRICAL DESIGN 
8-01. ELECTRICAL SYSTEM. 

(a) General Descriptio n^ - The electrical system for the lock 
will provide for receiving power at the operations building on the north 
wall near the lower end of the lock chamber, stepping it down at that point 
to voltages suitable for lighting and power uses, and distributing it at a 
main switchboard in the operations building by means of suitable conductors 
passing through a system of galleries and embedded conduits to the points of 
use on the lock walls. The principal uses to be served by the system are as 
follows: 

(1) Power for operation of four miter gates 

(8 - 30/10 HP, 9OO/3OO RPM. 440 V. motors) 

(2) Power for ope fat ion of four segmental valves 
(4 - 30/10 HP, 9OO/3OO RPM, 440 V. motors) 

(3) Power for operation of two stiff -leg derricks 
(2 - 440 V. motors, estimated 100 HP, 900 RPM) 

(4) Power for operation of movable bridge 

(4 - 30/10 HP, 900/300 RPM 440 V. motor - estimated) 
(2 - 5 HP, 600 RPM, 440 V. motor - estimated) 

(5) Power for operation of unwatering pumps 

(2 - 440 V. motors, estimated 200 HP, 600 RPM) 
(1 - 440 V. motors, estimated 5 HP, 1800 RPM) 

(6) Power for operation of three wire rope fenders 
(3 - 30/10 HP, 9OO/3OO RPM, 440 V. motors) 

(3 - 1/2'HP, 600 RPM, 440 V. motors) 

(7) Power for operation of the pool supply system valve 
(1 - 440 V. motor, estimated 2 HP, 600 RPM) 

(8) Power for Lighting lock and approach walls 
(Approximately 5° - 10,000 lumen, sodium-vapor lamps) 

(9) Power for flood lighting miter gate recesses 
(8 - 200 watt incandescent lamps) ,. 

(10) Power for signal lights 

(11) Power for miscellaneous lighting and general utility. 
The location of the above items are indicated on the drawings. 

(b) Scope of Desig n. - Formulation of a detailed plan for the 
electrical system was not within the scope of the present design. An effort 
has been made to provide such galleries, embedded conduits, manholes, pull- 
boxes, and other items affecting the masonry construction, as will be required 
by the complete system. In this study a preliminary plan of wiring and con- 
trol was drafted. IV is contemplated that the initial contract will include 
only such items as the embedded conduits, electrical galleries, and other 
items affecting masonry construction. All wiring, switchboard and control 
facilities, transformers, light fixtures, and all other electrical features 
except motors and limit switches, will be provided under a later contract. 
Future detailed design and preparation of plans and specifications for the 
electrical system will of course be required for that later contract. 

8-02. OPERATIONS BUILDING. - The masonry drawings provide £ suafloor 
and superstructure foundations for an operations building on the no "th wall 

8-1 



near the lower end of the lock chamber; see Sheet No. 15/5 of the drawings. 
The superstructure of this building is to be constructed under a subsequent 
contract or by addendum to the initial contract. Space is provided on the 
subfloor for the main transformers. The main switchboard will be located on 
the first floor, at top of lock wall level. Sufficient space will be avail- 
able on this floor for the installation of an engine-generator standby unit 
if desired. The second floor will consist only of an operations office, 
from which the lockmaster can observe and direct all lock operations. 

8-O3. GALLERIES AND CONDUITS. - The aforementioned operations building 
subfloor opens directly into an electrical gallery which extends from end to 
endjaT lock chamber in the upper part cf the wall. A similar gallery is 
provided in the opposite (south) wall of the lock. These galleries were 
approved in the Conference on Navigation Structures (see par. 4-01(a)) in 
lieu of embedded conduits for electrical cables along the lock proper. These 
galleries are connected by two cross-over galleries with necessary vertical 
wells, one at each end of the lock chamber between the miter gates; see 
Sheets Nos. 15/1 and 15/7 of the drawings. Lock operating control stations 
are located at these cross -over points; see par. 8-05 below. The above 
described system provides for open gallery installation of all conductors from 
the main switchboard to all principal points of use. Providing two cross- 
over galleries instead of one prevents over-crowding of longitudinal galle- 
ries, reduces lengths of conductors to a minimum, and permits flexibility in 
wiring. Fiber conduits embedded in the concrete, with pull-boxes at suitable 
intervals, extend beyond the ends of the longitudinal galleries to serve 
lighting apd power requirements along the outer ends of lock walls and along 
the approach walls. The required number of conductors, where conduits runs 
are indicated on the drawings, is not large. One or more spare conduits will 
be provided in all runs. The actual number and size of conduits are not in- 
dicated on the drawings, these being subject to a more detail study of elec- 
trical system requirements, but a preliminary estimate of the amounts involved 
has been mode for the purposes of bidding. 

8-04. LIGHTING. - The drawings show the locations of lamp standards 
for general lighting of lock walls, signal lights on the approach walls, and 
flood lights in the miter gate recesses. Provision is made for lock lighting 
standards at 120 to I30 ft. intervals along all lock and approach walls, 
based on average practice at other locks; the standards are set a little 
farther back from the face of the walls than the snubbing posts, to insure 
being clear of mooring lines. The locations are approximate locations only, 
given for the purpose of indicating the number and general disposition of 
lights and their conduit and mounting requirements. It is expected that the 
lock lighting lamps will be sodium-vapor type, about 10,000 lumens each. All 
lamp standards and lighting fixtures will be furnished under the subsequent 
electrical system contract. 

8-05. CONTROL. - Primary control of all circuits will be at the main 
switchboard in the operations buildings. Central switching -for all lock 
lighting and signal lighting will be at this point. Control stations for 
lock operating equipment will be located at both upper and lower gate bays 
on both walls. Each of these will be located at the' junction of the longi- 
tudinal and cross-over galleries referred to in par. 8-03 above, for economy 
and simplicity in wiring; see Sheets Nos. 15/1 and 15/7 of the drawings. 

8-2 



These locations for cross-overs had been selected with a view to favorable 
positions for the control stations, where miter gate movements could be close- 
ly observed by the operator. The upper bay control station on the south wall 
will control the operation of both upper miter gates, all four filling and 
emptying valves, the upper approach wire rope fender, the movable bridge, the 
pool supply valve end the upper approach signal lights; this station will be 
housed for protection of the operator, expected to be on permanent duty at 
that point. The station on the opposite (north) wall will provide duplicate 
control, except for the pool supply valve, and will be considered an auxili- 
ary station, not ordinarily used; this station will not be housed but will 
be inclosed in a weatherproof cabinet. The lower bay control stations are 
similar but opposite hand with respect to service and auxiliary locations: 
the service control station here will be on the north wall. Bach of these 
stations will provide control for the operation of both lower miter gates, 
all four filling and emptying valves, and the wire rope fenders both above 
and below the gates and the lower approach signal lights. Control for the 
operation of derricks will be at the derrick,. Control for the operation of 
unwatering pumps will be in the pump pit, near the top of the wall. Switch 
panels, cabinets; wiring and all other equipment and work required for th'e con- 
trol stations indicated above will be included in the subsequent contract for 
the electrical system. 



6-3 



Design Analysis: ROBINSON BAY LOCK 



SECTION DC - MISCELLANEOUS ITEMS 



9-01. FLOATING MOORING- BITTS. - The practicability of developing 
a design for floating mooring betts that could be used by the ocean and 
lake type vessels expected to form the bulk of traffic in this waterway 
appears doubtful on account of their large and varying freeboard heights. 
Moreover, such large vessels are not seriously affected by filling distur- 
bance in the lock chamber. Welland locks experience for lifts somewhat 
greater than Robinson Bay Lock indicate that they can be readily and safely 
moored to the snubbing posts on top of the walls while the lock is being 
filled or emptied. However, floating mooring bitts might be desirable for 
smaller craft. Types already in use at various locks, designed for low- 
freeboard navigation, can readily be adapted. To permit their installation, 
if and when desired, suitable recesses for three such bitts are provided in 
the north wall of the lock; see Sheets Nos. 15/4 and 15/5 °f "the drawings. 
These recesses are dimensioned to suit the floating mooring bitt used at 
Watts Bar Lock, Tennessee River. It is not proposed to include the bitts 
themselves in the initial contract. 

9-02. CHECK POSTS. - Check posts are provided at intervals of about 
60 ft. throughout the length of all lock and approach walls* They are 
placed 16 ft. back from the face of walls to limit the vertical angle of 
mooring lines. The above dimensions agree generally with those at the 
welland Locks, where experience has been satisfactory, and were approved 
at the Conference on Navigation Structures (see par. 4~01 ( a ) )• Cast iron 
posts of the type used at Sault Ste. Marie Locks, with minor modifications 
to provide stronger anchorage, were adopted. 

9-03. COPING CURB AND CORNER PROTECTION. - In accordance with customary 
safety practice at locks of relatively high lift, s curb is provided along 
the top of both walls on the lock chamber side for the entire length between 
upper and lower miter gates. The curb used at Welland locks is composed of 
heavy iron castings with a' cross-section approximately equivalent to a 
hollow quadrant of 12* radius, the casting being bolted down on top of the 
walls. The proposed curb for Robinson Bay Lock is constructed of iron 
castings set in the concrete and extending 5 inches above the top of the 
wall, as shown on Sheet No. 15/13 °f the drawings. This curb detail is 
similar to that provided in the plans for the proposed new lock at Sault 
Ste. Marie, Mich, and was adopted at the suggestion of the Office, Chief of 
Engineers (1st Indorsement, S.L«R« District File No. 35^4 (Robinson Bay)-1, 
dated March 26, 1942). Experience at Sault Ste. Marie Locks indicates 
strongly the need for metal protection along the coping corners of lock 
chamber walls. There the wire rope mooring lines of vessels we"ar grooves 
in the rounded by unclad masonry corners that require continual dressing 
down to prevent hazardous snagging of lines. At least one accident 
involving injury to a linesman has occurred there as a result of a line 
catching in such a groove. Corner protection consisting of bent steel 
plate set and anchored in the concrete is proposed for the approach walls, 
which have no curbs; see Sheet No. 15/13 °f the drawings. This protection 
is believed desirable but is not as important as that on the lock chamber 

9-1 



walls since mooring lines will not bear heavily thereon, the freeboard of 
vessels being generally equal to or greater than that of the walla. This 
protection could be omitted if the steen s upply situation is critical at 
the time required for purchase, in which case the concrete should be 
round jd to the radius indicated for the metal projection. The same type 
of metal protection is provided on all vertical corners exposed on the 
navigation side of walls, such as at ladder, gauge and mooring bitt 
recesses. This protection should not be omitted in any case. 

9-0/j.. RECESS COVERS. - All machinery pits and other recesses where 
noted on the drawings will be provided with covers consisting of raised 
pattern floor plates supported by structural shapes. Electrical manhole 
and pull-box covers will be cast iron, designed for water-tightness. 
Typical sectional details of both type covers and frames are shown on Sheet 
No. 15/13 °f tne drawings. Complete dimensions, sizes, quantities, etc. 
will be supplied by addendum to the contract drawings. 

9-05. POOL SUPPLY SYSTEM CONTROL VALVE. - Reference is made to par. 
4-03 (d) above and to Sheet No. 15/13 °f the drawings for the size and type 
of valve to be provided. The contractor will be responsible for the design 
as well as furnishing and installing the valve and its hoisting machinery 
in accordance with previous practice of the Department when purchasing this 
special type of valve. The bottom of the valve will be streamlined to reduce 
the possibility of "chatter" or vibration at part-gate openings. 

9-O6. VALVE BULKHEADS. - Suitable structural steel bulkheads will be 
provided to permit unwatering of the filling and emptying valves and the 
pool supply valve. Two bulkheads for the 12' x 12 8 conduits of the former 
and two bulkheads for the 6' x 6 s conduit of th< latter will be necessary. 
These bulkheads are not shown on the present drawings. They will be 
furnished later by addendum to the initial contract or under a subsequent 
contract . 



9-2 



Design Analysis j ROBINSON BIT LOCK 



SECTION X - DESIGN OF DIKE NO. 4 

10-01. GENERAL. - The design of Dike No. 4 involved a detailed study 
of the foundation condtions and characteristics^ study of the characteristics 
of the available embankment materials, and the determination of embankment 
sections which will be stable under any conditions. The methods and extent 
of investigations to determine the characteristics of foundation and embankment 
materials have been described in Section II. This section includes a 
description of the results of those investigations which are pertinent to 
the design, the stability analysis of the dike, and a discussion of the 
features of the various embankment sections. 

10-02. LOCATION. - a study of the general requirements for the entire 
dike system along the Long Sault Canal resulted in. the adoption of the 
location of Dike No. 4 a s shown on Sheet no. 20/1 of the drawings. The 
dike is located north of Long Sault Canal and extends in a northwesterly 
direction from Robinson Bay Lock. Its purpose is to maintain pool operating 
level in the canal above Robinson Bay Lock. It also serves as part of the 
fill required for the railroad and highway which cross Robinson Bay Lock and 
Long Sault Dam. The centerline of the dike was originally located south of 
its final location. The location was changed to obtain more favorable 
foundation conditions near the northwest end and to produce a satisfactory 
railroad alignment from the final location of the lock. 

10-03. GEOLOGICAL FEATURES AND CHARACTERISTICS OF FOUNDATION MATERIALS. 

(a) Distribution . - The foundation overburden materials along the 
dike centerline consist mainly of glacial till except in the two shallow 
valleys where clay overlies the till. The variation of the overburden is 
shown by the geological profile along the centerline of the dike on Plate 
X-l. The foundation overburden from Stations 3+50 to 11+75; 17+50 
to 30¥?5i and 38+25 to 43+00 consists of glacial till, except from Station 
8+00 to 12+00 there occurs a shallow beach deposit of sand and gravel over- 
lying the till. The beach deposit is, in general, less than 5 feet thick. 
The foundation overburden from Station ll-f75 to 17+5° consists of a soft 
clpy deposit varying in depth from zero to ^ feet. Underlying the clay 
there may occur in some areas a shallow deposit of variable sand which over- 
lies glacial till. Plate X-2 shows the contours of the firm material under- 
lying the clay. The foundation overburden from Station 301-75 to 3^i^-5 consists 
of variable brown, sandy clay and soft, gray clay varying in depth from 
zero to 12 feet. 

(b; Characteristics of Clay. Station LU-75 to 174-50 . - The clay 
deposit consists of soft, gray, silty marine clay overlain to a depth of 
approximately 7 feet with variable brown, sandy clay and uniform sand. Pockets 
of sand and sand and gravel were encountered in hole T-lOOlp, which was 
excavated for visual inspection of the foundation. These pockets appeared 
to be very irregular in shape and occurred haphazardly. The drilling at 
hole D-1242 also indicated the occurrence of sand pockets. Indications of 
the unusual soft nature of the clay were first observed in drilling operations 
at D-1242 (see par. 2-01(b);, when difficulty was encountered in obtaining 
undisturbed samples. However, portions of some samples obtained from hole 
D-1242 below a depth of 25 feet near sand pockets were quite firm. These 
thin zones of firm clay aided in retaining samples of the soft clay in the 



10-1 



sampling spoon* The gray clay contains many sheila, and the grain size curves 
indicate from 10 to 30 percent by weight colloidal sizes* Typical grain size 
curves are shown on Plate X-3* The water content of the brown, sandy clay 
is about 35 percent, and that for the gray clay averages about 70 percent from 
7 to 25 feet in depth and about 45 percent below 25 feet* Within about 10 
feet of the bottom of the clay* the water content decreases fairly rapidly* 
A summary of water content determinations and other routine test results are 
shown on plate 11-11* ^he average shearing strength of the gray clay is 350 
pounds per square foot* according to studies described in par* 2-03 (&)• 
Results of the liquid limit tests and observations made when the material is 
kneaded by hand indicate that the shearing strength of the clay whan re- 
molded is practically zero* 

(c) Characteristics of Clay, Station 3Q»75 to 38+25 * - The clay 
deposit in the valley of Pollys Creek is variable, consisting of brown, sandy 
silt and soft, brown, sand clay and gray clay* This variable clay and silt 
overburden is mainly in the area between the El. 220 contours* varies in 
depth from zero to 14 feet and overlies firm* glacial till* To produce a 
firm foundation for the dike, the variable silt and clay will be removed* 

(d) Characteristics of Glacial Tin , - The deposit of glacial 
till consists of fairly compact to compact* clayey or silty gravelly sand 
with scattered cobbles and boulders* except in a limited area on top the 
ridge near Robinson Bay Lock where superficial beach deposit of sand and 
gravel occurs to a depth of about 5 feet* There is no evidence of sand 
lenses in the till. In general, the till near the exposed surface and the 
contact surface with the clay contains less silt or clay than the under- 
lying till* Within any deposit there may be considerable variation in the 
quantity of clay or silt which acts as a binder* but in general, the till 
is less compact near the surface than the underlying till* Plate X-4 
shows grain size curves of various samples of till which are believed to be 
typical* From the results of a few tests and examination of samples the 
unit weight of the till in place is about 140 pounds per cubic foot* N© 
sheer tests were made on glacial till samples, but it is estimated that the 
existing till deposit has an angle of internal friction or 4° degrees and a 
cohesion of 200 pounds per square foot* It is estimated that the coefficient 
of permeability of the glacial till in nature varies between 0*0001 and 
0*000001 cm* per second. 

10-04. AVAILABILITY AND CHARACTERISTICS 0? DIKE EMBANKMENTS MATERIALS* 

(a) Earth ^ili , - The materials for the dike embankment will be 
obtained from structure excavation from Robinson Bay Lock* The material 
in nature will have the characteristics described in par* 3-°2 (c) for 
glacial till* The material* which consists of compact, clayey or silty 
gravelly sand with scattered cobbles and boulders, is well graded and con- 
tains sufficient quantities of silt and clay which act as a binder to obtain 
good compaction. It is estimated that the compacted wet weight will be 
greater than pounds per cubic foot. When compacted as Class I material, 

as stated in the specifications, the material will be relatively impervious, 
and it is estimated that the coefficient of permeability will be less than 
0*00001 cm* per second* When compacted as Class III material in the outer 
sections of the dike, the material will be slightly more pervious, and it is 
estimated that the permeability will be less than 0*0001 cm* per second* 
The angle of internal friction will be at least 30 degrees for the material 
placed in any section of the dike* 

Cb) Sand and Gravel Backing and filters * - Sand and gravel for 

10-2 



the downstream filter blanket and for becking under riprap will be obtained 
from sources selected by the contractor* Excess material from coarse aggregate 
processing may be used for filter material providing it passes the specifica- 
tion* *11 stones greater than 6 inches will be removed from backing and 
filter materials* There are within 15 miles of the site small , superficial 
deposits of sand and gravel containing material which is believed to be 
suitable* 

(c) Riprap * - The front slopes and rock toe fillet of the dike 
section will be protected by riprap* Bock and stones* which are sound and 
of satisfactory size* may be obtained in sufficient quantities from rock 
excavation for the lock structure and from hand-picked stones, cobbles 
and boulders from the earth fill* The rock obtained from structure excavation 
will be composed mainly of sound dolomite* 

10-05* DESCRIPTION OF SECTIONS OK FIRM FOUNDATION. 

(a) General* - The sections of the dike on firm foundation are 
shown on Sheet No* 20/2 of the drawings* The top width of 50 feet was 
governed by the width necessary for railroad and highway* A highway and 
railroad will be constructed on the top of the completed dike, and the final 
effective top will be slightly above El. 254«5» established as necessary for 
freeboard* The clay in the dike foundation area at Pollys Creek will be 
removed to insure a stable foundation* 

(b) Impervious Features * - The dike will consist of earth fill 
sections of material having a small coefficient of permeability, ^he central 
section of the earth fill will be heavily compacted with a sheepsf oot roller 
and therefore will be slightly more impervious than the outer sections which 
will be compacted to a lesser degree* The compacted earth fill will extend 

a few feet into the foundation overburden to provide a cut-off in the upper 
overburden materials and in the beach materials* 

(c) Drainage Features* - Tc control the seepage through the em- 
bankment and foundation* a filter blanket is provided under the downstream 
section. It is believed that the filter will prevent water from exuding 

on the downstream slope* A small rock fillet is provided at the downstream 
toe to insure against erosito* 

(d) Slope protection * - The upstream slope of the embankment will 
be protected against erosion by riprap underlain with sand and gravel* The 
downstream slope above the rock fillet will be protected with seeded areas* 

10-06. ANALYSIS OF SECTIONS OK FIRM FOUNDATION . - No mathematical 
analysis was made of the embankment sections on firm foundation. Such 
analyses are believed unnecessary for the conditions at this site* Based 
on experience with similar materials and sections, it is believed that the 
sections have ample safety for stability and that the quantity of seepage 
will be very small* 

10-07 • DESCRIPTION OF SECTIONS ON SOFT FOUNDATION* 

(a) General * - ^he sections of the dike on soft foundation are 
shown on Sheet No. 20/3 of the drawings, -he top width of 50 feet was 
governed by the width necessary for railroad and highway. he top of the 
dike will be at El. 254*5t except southeast of Station 11*?5 where it will 
be slightly above 254.5 to provide for the railroad grade* The railroad 
*nd highway will be constructed on the top of the dike in such a manner 
to compensate for the dike foundation settlement by maintenance* 

10-3 



(b) impervious Features, - The dike will consist of earth fill 
sections of material having a small coefficient of permeability* The central 
section of the earth fill will be heavily compacted with a sheepsfoot roller 
and therefore will be slightly more impervious than the outer sections which 
will be compacted only by the hauling equipment* 

(c) Drainage Features * - Due to the flat slopes and the large 
base width of the section, it was considered unnecessary either to provide 
a cut-off in the upper overburden materials or to provide a filter blanket 
under the land side section to control the seepage through the embankment 
at foundation* except where the large section joins the section on firm 
material , as shown on Sheet No* 20/1 of the drawings* 

(d) Slope protection* - It was not considered necessary to pro- 
tect the pool side sloped of 1 on 18* The 1 on 10 slope at the toe will be 
completely submerged and not affected by wave action* The 1 on 3 slope will 
be protected where the top of the slope is above £1* 230* The land side 
slopes will be protected by seeding* 

10-08. ANALYSIS OF SECTIONS ON SOFT FOUNDATION. 

(a) General* - Preliminary cost studies were made of four designs 
for a dike between Stations 11475 and 17+50 where a very soft foundation con- 
dition occurs* These four alternatives were as follows : 

(1) Conventional earth dike on existing foundation, 

(2) Earth dike to be sunk through remainder of clay founda- 
tion after excavation of the upper 20 feet* 

(3) Earth dike built on firm foundation after excavation of 
all clay beneath the base width* and 

(4) Cellular dike using steel sheet piling and backfilling* 
From the results of these preliminary studies* it was concluded that the 
construction of an earth section on the existing foundation would be the 
most economical* A sufficient quantity of material is available from the 
structure excavation from Robinson Bay Lock to construct economically the 
large earth section for ample stability* 

(b) statical Method of Analysis * - Following the precedent of 
the Swedish Geo technical Committee's study on embankment failure in 
artificial cuts, the stability against shear failure for the embankment and 
foundation was determined by investigating the forces tending to cause 
movement (driving forces) and those producing potential resistance to 
movement on several circular sliding surfaces of weakness which were 
selected by systematic trial* The driving forces include the rotating 
effect of the weight of soil mass and water above the surface of failure* 
The forces producing potential resistance consist of the shearing strength 
generated along the sliding surface* The ratio of the potential resisting 
force and the driving force is called the stability ratio* A sufficient 
number of potential planes of weakness were analyzed to determine the 
position of the plane having the least stability ratio. The stability 
ratio of weakest plane is called the minimum stability ratio for the section 
analyzed* A minimum stability ratio of unity therefore indicates equality 
of the driving and potential resisting forces and implies that the embank- 
ment is on the verge of failure, while a minimum stability ratio greater 
than unity shows the degree of reserve strength which the structure possess- 
es. Embankment and foundation were considered to be integral* ■'•he analyses 
were based on the Condition of capillary saturation of the embankment* 
neglecting the effect of seepage forces, and submergence of the foundation* 
using a wet weight of 125 pounds per cubic foot and an angle of internal 
friction of 30 degrees for the embankment and a submerged weight of 47 «5 

10-4 



pounds per cubic foot and a cohesion of 350 pounds per square foot for the 
foundation, plate X-5 snows the method of analysis in detail. The section 
within the potential sliding surface nas divided into vertical slices, and 
the driving and potential resisting forces were determined for each slice. 
The stability ratio was determined by summing up each set of forces for the 
entire length of the sliding surface. The approximation was made that the 
forces acting on each slice are concurrent and that the soil forces on 
either side of each slice balance each other. The results of all stability 
analysis studies are on file in the district office. 

(c) Preliminary Analysis . - ^o determine the general requirements 
for an embankment sect ion , a preliminary analysis was made which consisted 
of analyzing a section 45 feet high on 55 feet of day. It was determined 
that a slope of approximately 1 on 20 would be required for a minimum 
stability ratio of 1.50. 

(d) Final Analysis . - 

(1) From the results of the preliminary analysis there were 
indications that the most dangerous potential sliding surface would break 
up through the main slope instead of near the toe of the slope. It was 
concluded that the toe of the slope cotild be steepened, and therefore, the 
next step of the analysis nas made to determine the required toe slope. 
The analysis consisted <3f analyzing the toe section for various heights 
equal to 8, 10, 15, and 20 feet with a main slope of 1 on 20. Analyses 
were made for Various depths of clay equal to 15 # 3°» and 45 feet, m 
general, it was necessary to analyze only one circle to determine the trend 
of the stability for the various slopes and heights. It was finally deter- 
mined that a 1 on 10 slope was required for a height of 10 feet for depths 
of clay equal to 30 and 45 feet. The results of this analysis established 
the top of the toe slope at El. 220. 

(2) Having established the height and slope of the toe, 
analyses were made of the entire embankment section* Various sections 
were analyzed in the order shown on plate X-6, and the minimum stability 
ratio values for the critical circles of each section are tabulated. It 
was finally determined that a main slope of 1 on 18 would be stable. The 
minimum stability ratio against sliding caused by shear failure* as shown 
by the results for the embankment and foundation as a whole, is 1,66. The 
results of the investigation of several potential failure planes are shown 
on Plate X-?» 

10-09, ECONOMY" OF CONSTRUCTION, - The embankment will be composed of 
suitable earth and rock materials from the structure excavation from 
RobinsiKt Bay Lock. Provisions have been made to utlize all of the stone 
and boulders from the earth fill material. A sand and gravel filter blanket 
has been provided under the downstream section in place of a downstream 
shell so that minimum quantity of sand and gravel will be used. It will 
be necessary to transport sand and gravel to the site. 



10-5 



APPENDIX A 
MEMORANDA 



WAR DEPARTMENT 
United States Engineer Office 
St. Lawrence River District 
Massena, N. Y. 

September 10,1941 

Subject: Conference on Navigation Structures, St. Lawrence River Project 

MEMORANDUM 

At a conference with Mr. McAlpine and Mr. Steele of the Office, 
Chief of Engineers, Se